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HomeMy WebLinkAbout3882 Night Heron Dr 18-284;L NEW SFHonCOUNTYOFSEMINOLEI CkLA IMPACT FEE STATEMENT STATEMENT NUMBER: 18100000 DATE: January 02, 2018 2S BUILDING APPLICATION #: 18-10000001 BUILDING PERMIT NUMBER: 18-10000001 UNIT ADDRESS: NIGHT HERON DR 3882 17-20-31-502-0000-0810 v ' TRAFFIC ZONE:022 JURISDICTION: SEC: TWP: RNG: SUF: PARCEL: SUBDIVISION: TRACT: PLAT BOOK: PLAT BOOK PAGE: BLOCK: LOT: OWNER NAME: ADDRESS: APPLICANT NAME: STARLIGHT HOMES ADDRESS: 1064 GREENWOOD BLVD, STE 124 LAKE MARY FL 32746 LAND USE: WYNDHAM PRESERVE TYPE USE: WORK SPECIAL 3RIALNOTES: 882 NIGHT HERON DRIVE/ WYNDHAM PRESERVE LOT 81 SFR DETACHED FEE BENEFIT RATE UNIT CALC UNIT TOTAL DUE TYPEDIST-----SCHED RATE UNITS TYPE ROADS - ARTERIALS CO -WIDE ORD Single Family Hou ing 705.00 1.000 dwl unit ROADS -COLLECTORS N/A 705.00 Single Family Hoping .00 1.000 dwl unit FIRERESCUENA00 LIBRARY CO -WIDE ORD Single Family Housing 54.00 1.000 dwl unit SCHOOLSCO00 54. 00 WIDEORDPARKS SingleFamily Hou iing 5,000.00 1.000 dwl unit 51000.00 LAW ENFORCE N/A 00 DRAINAGE N/A 00 AMOUNT DUE 5,759.00 STATEMENT RECEIVED BY:,,>',' SIGNATURE: PLEASE PRINT NAME) DATE: NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND ENSURETIMELYPAYMENTMAYRESULTINYOURLIABILITYFORTHEFEE. *** DISTRIBUTION: 1-BLDG DEPT 3-APPLICANT 2- FINANCE 4-LAND MANAGEMENT NOTE** PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES DUE UNDER THE SEMINOLECOUNTYROAD, FIRE/RESCUE, LIBRARY AND/OR EDUCATIONAL ISSUANCEOFABUILDINGPERMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT OR OWNER, TOAPPEALTHECALCULATIONOFANYOFTHEABOVEMENTIONEDIMPACT0 FEESMUSTBEEXERCISEDBYFILINGAWRITTENREQUESTWITHIN45CALENDARDAYSOFTHERECEIVINGSIGNATUREDATEABOVEBUTNOTLATERTHANCERTIFICATEOFOCCUPANCYOROCCUPANCY. THE REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. COPIESOFRULESGOVERNINGAPPEALSMAYBEPICKEDUPORREQUESTED, FROMTHEPLANIMPLEMENTATIONOFFICE: 1101 EAST FIRST STREET, SANFORDFL, 32771; 407-665-7356. PAYMENT SHOULD BE MADE TO: SEMINOLE COUNTY OR CITY OF SANFORD BUILDINGDEPARTMENT1101 EAST FIRST STREET SANFORD, FL 32771 PAYMENT OBLD DYEIOBERAOHRPLFOFDHETTCOUNTYUILINGPRMT NUM TTEtOETOTISSATEMENT. ISSUEDSWITHINM60 CALENDAR DAYS VOALTHEIRECEIVINGISIGNATMURE DATEOABOVE DETAIL OF CALCULATION AVAILABLE UPON REQUEST. CALL 407-665-7356. V 1 DEC 2 8 2017 BY, CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION 1 Application No: I0 —29 T Documented Construction Value: S 4?,qSq-j -"' Job Address: 3 B a Ilig %-a n -Dr. Sg M!n ,a F' U-T 13 Historic District: Yes No Parcel ID: 17-20-31-502-0000- 0 2'1 O Wyndham Preserve Lot $ Residential ® Commercial Type of Work: New ® Addition Alteration Repair Demo Change of Use Move Description of Work: Construct New SFR Plan Review Contact Person: Shayne Mangel Title: Permit Coordinator Phone: 407-708-0161 Fax: 407-647-0700 Email: Shayne.mangel@starlighthomes.com Property Owner Information Name Starlight Homes Florida, LLC Phone: 407-708-0161 Street: 1405 Old Alabama Road, Suite 200 Resident of property? : City, State Zip: Roswell, GA 30076 Contractor Information Name Starlight Homes Florida, LLC/Robert Willets Phone: 407-647-3700 Street: 1064 Greenwood Blvd, Suite 124 City, State Zip: Lake Mary, FL 32746 Fax: 407-647-0700 No State License No.: CGC1522347 Architect/ Engineer Information Name: Mulhem & Kulp Phone: 215-646-8001 Street: 20 South Maple Street, Suite 150 Fax: City, St, Zip: Ambler, PA E-mail: sives@mulhemkulp.com Bonding Company: Address: NA Mortgage Lender: Address: NA WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit mast be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, beaters, tanks, and air conditioners, etc. FBC 1053 Sball be inscribed with the date of appUcation and the code in effect as of that fete: 5t° Edition (2014) Florida Building Code Revised: June 30. 2015 1 i`i y Permit Application 4 NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in com ' ce with all applicable laws regulating constructio and zoning. s - lsl - Sign tojp01,15wner/AgV Date Signature ofConttactor/Agent Date John Reny Robert Willets Print Owner/Agent's Name R S - Signature of Notary- to of Florida Date Shayne Mange! NOTARY PUBLIC STATE OF FLORIDA Co m# GG113111XFxire6/21/2021 Owner/Agentersonaally Known to Me or Produced ID Type of ID Print Contractor/Agent's Name 9 - Signature of Nota -State of Florida ate Sheyne Manger NOTARY PUBLIC STATE OF FLORIDA Comm# GG113111 Contractor/Ag s e?ssonally Known to Me or Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building[a Electrical© Mechanical© Plumbingg Gas[] Roof Construction Type: Ye> Occupancy Use: AS Flood Zone: k-SEa Total Sq Ft of Bldg: 259C, Min. Occupancy Load: 13 # of Stories: 2- New Construction: Electric - # of Amps 150 Plumbing - # of Fixtures 1-1 Fire Sprinkler Permit: Yes No e # of Heads APPROVALS: ZONING: %2 % 9) UTILITIES: ENGINEERING: ETC. -%- QrZ01$ FIRE: COMMENTS:_ Ok to construct single family home with setbacks and impervious area shown on plan. 2(. 7 % prnp 2O96 &-acon - s , (r,p Fire Alarm Permit: Yes No WASTE WATER: BUILDING: sF Z -1 4• 18 7Ae.%,-r- 50 am,T ea ?2Ad-- -M 12- $1-1 1. p L 'moo Z01,k Fix- a 2-K 0—c—/ Revised: June 30, 2015 Permit Application REQUIRED INSPECTION SEQUENCE STARLIGHT HOMES — DETACHED rermu s ,g BUILDING PERMIT Min Max Ins ection Description 10 Foundation/Formboard Survey 10 Slab 20 Lintel 30 Sheathing — Roof 30 Sheathing — Walls 40 Roof Dry In 50 Frame 50 1000 Roof Final 60 Insulation 70 Drywall 70 1000 Final Insulation 1000 Final Single Family Residence Address: '2.sasa7 Min Max Inspection Description 10 Underground Electric 10 Footer / Slab Steel Bond 20 30 Temporary Underground Power TUG 30 Electric Rough 1000 Electric Final Inspection DescriptionMinMax 10 PlumbingUnderground 20 Plumbing Tubset 10 1000 Plumbing Sewer 1000 Plumbing Final o—+- •ram I.T. rsr-,•;i s"'-•_"•'` '""'. - T '.':,,,-,:.` -- ' - ^,• :__:,. Min Max Inspection Description 10 Mechanical Rough 1000 Mechanical Final REVISED: June 2014 o P City of Sanford Planning and Development Services Engineering — Floodplain Management Flood Zone Determination Request Form Name: Shayne Mangel Firm: Starlight Home Florida LLC Address: 1064 Greenwood Blvd Suite 124 City: Lake Mary State: FL Zip Code: 32746 Phone: 407-647-3700 Fax: 407-647-0700 Email: shayne.mangel@starlighthomes.com Property Address: 3882 Night Heron Drive Property Owner: Starlight Homes Florida, LLC Parcel identification Number: 17-20-31-502-0000-0810 Phone Number: 407.647.3700 Email: The reason for the flood plain determination is: New structure Existing Structure (pre-2007 FIRM adoption) Expansion/Addition Existing Structure (post 2007 FIRM adoption) Pre 2007 FIRM adoption = finished floor elevation 12" above BFE Post 2007 FIRM adoption = finished floor elevation 24" above BFE (Ordinance 4360) OF ,IC•IAL US ONL Flood Zone: X Base Flood Elevation: N/A Datum: N/A FIRM Panel Number: 120294 0090 F Map Date: Sept. 28, 2007 The referenced Flood Insurance Rate Map indicates the following: The parcel is in the: floodplain floodway A portion of the parcel is in the: floodplain floodway The parcel is not in the: floodplain []floodway The structure is in the: floodplain floodway The structure is not in the: floodplain floodway If the subject property is determined to be flood zone `A', the best available information used to determine the base flood elevation is: BP# 18-284 Reviewed by: Michael Cash, CFM Date: January 8, 2017 a n po Application for Paved Driveway, Sidewalk or Walkway Including Right -of -Way Use & F°R;Dq Landscaping in Right -of -Way www.sanfordfl.gov Department of Planning & Development Services 300 North Park Avenue, Sanford, Florida 32771 Phone:407.688.5140 Fax:407.688.5141 This permit authorizes work to be done on the subject property or In the City of Sanford's right-of-way in accordance with the City's regulations and the attached construction plans approved as part of this permit. The permit Is required for driveway or sidewalk construction over 100 square feet of concrete or other material on the subject parcel and / or any construction of a driveway, walkway or landscape Improvements within the city right-of-way. Il does not approve any work within any other jurisdiction's right-of-way. All requested Information below as well as a current survey, site plan or plat clearly Identifying the aao.,.a„r.betow. size and location of the existing right—of-way and use shall be provided or application could be delayed. udlg. 1. Project Location/Address: 3 g o i t 41r`+ rd 1 tr-i'Ye, 1 , , 3&—n3 2. Proposed Activity: Driveway Walkway Other: 3. Schedule of Work: Start Date Completion Date Emergency Repairs 4. Brief Description of Work: _CA"ham A-V rW—,A -t)PJ?_ This application is P'°pertyrOwner John Reny Signature: Print Name: Address: Ote } reeYlu aa r& k Zt-fy Ley a. f:^ V Phone:LtOZ -- A't - 61ta I Fax: LE•t-1- (014-1- 6-106 Email: "ha&4ne,. rY4>n&" te: 1'a.-t •1 4 *Ai•.1iotir V%sty, 'a, The Requestor, and his successors and assigns, shall be responsible for perpetual maintenance of the Improvement installed under this Agreement This shall Include maintenance of the Improvement and unpaved portion of right-of-way adjacent thereto. Requestor may, with written City authorization, remove said Installation/Improvement fully restoring the right-of-way to its previous condition. In the event that any future construction of roadways, utilities, stormwater facilities, or any general maintenance activities by the City becomes In conflict with the above permitted activity, the permitee shall remove, relocate and/or repair as necessary at no cost to the City of Sanford Insofar as such facilities are In the public right-of-way. If the Requestor does not continuously maintain the improvement and area In accordance with previously stated criteria, or completely restore the right-of-way to Its previous condition, the City shall, after appropriate notice, restore the area to its previous condition at the Requestor's expense and, If necessary, file a lien on the Requestoes property to recover costs of restoration. To the fullest extent permitted by law, Requestor agrees to defend, Indemnify, and hold harmless the City, Its councllpersons, agents, servants, or employ- ees (appointed, elected, or hired) from and against any and all IlabillUes, claims, penalties, demands, suits, judgments, losses, expenses, damages (direct, indirect or consequential), or Injury of any nature whatsoever to person or property, and the costs and expenses incident thereto (Including costs of defense, settlement, and reasonable attorneys fees up to and Including an appeal), resulting in any fashion from or arising directly or Indirectly out of or connected with the use of the City's right-of-way. I have read an lronderpfand #%e above statement and by signing this application i agree to Its terms. Signature: Date: l a-J'4 -1.7 permit shall be posted on the site during construction. Please call 407.688.5080 24 hours In advance to schedule a pre -pour inspection. Pre -pour Inspection by: Date: Application No: Reviewed: Public Works Utilities Approved: Engineering Site Inspected by. Special Permit Conditions: Official Use Only Fee: Date: Date: Date: Date: I- a- Z015 Date: November 2015 ROW Use Driveway pdf REQUEST FOR TUG & PREPOWER AGREEMENT ALL RESIDENTIAL PROPERTIES Altamonte Springs, Casselberry, Longwood, Oviedo, Sanford, Seminole County, Winter Springs Date: 1 a - Zqp - 1-1 Project Name: Wyndham Preserve - Lot Project Address: 3$824 t4 ttat 4ermSariford FL 32771 Building Permit #: Electrical Permit # In consideration for authorizing the appropriate utility company to energize the facility, we agree with and understand the following: 1. This Tug/Pre-power application is valid only for one -and two-family dwellings. 2. The facility will not be occupied until a certificate of occupancy has been issued. 3. If the j urisdiction hereafter finds that the facility has been occupied before a certificate of occupancy has been issued, the jurisdiction will have the unilateral right to direct the utility to terminate electrical service without notice. Furthermore, we understand and agree that should the jurisdiction exercise such right, the jurisdiction will not be responsible for any damages or costs which may result from the exercise of such right. Also, in the event any third party claims damages from the exercise of such right, we agree to jointly and individually indemnify and hold harmless the jurisdiction from all such damages and costs, including attorney's fees. 4. Prior to pre -power, the building or structure shall be weather tight and secure. The electrical wiring in the area designated for pre -power shall be complete and in safe order. All electrical services associated with the area will be 100% complete unless specifically approved by the electrical inspector. 5. Interior electrical rooms shall be lockable, if electrical panels are in an area that cannot be locked by doors, the panels shall be equipped with a locking mechanism (approved by the AHJ). The licensed electrical contractor or his licensed representative shall hold the keys(s) for such access to electrical panels to prevent energizing circuits other than those that are safe. 6. This TUG/Pre-power approval is valid for a maximum of 180 days from date of approval. 7. If provided, the fire sprinkler system must be operational with water on the system prior to pre -power. 8. TUG approval is for service and outside GFCI outlets only. 9. Check with the local jurisdiction for fees associated with tugs. Robert Willets &-dt rbroyk Print ame of Owner/Tenant Print VaffroUGSI.—C2aractor Print Name of El. Contractor Signature of Owner/Tenant Signature of Gen. Contractor ignature of El. Contractor CGC1522347 Ec om,30QLfl Gen. Contractor License # El. Contractor License # JURISDICTION EMPLOYEE NAME: JURISDICTION: CALLED INTO: o Progress Energy o Florida Power and Light on Rev. 02/10/15) LMTED POWER OF ATTORNEY Altamonte Springs, Casselberry, Lake Mary, Longwood, Sanford, Seminole County, Winter Springs Date: la- a1-11 I hereby name and appoint: Amy Lacey, David Lacey, Amanda Smythe an agent of. Starlight Homes Florida, LLC Name of Company) to be my lawful attorney -in -fact to act for me to apply for, receipt for, sign for and do all things necessary to this appointment for (check only one option): The specific permit and application for work located at: 388 a N i Ept 4- a ton Sriye. P. 3 a-l-[ Street Addnsv) Expiration Date for This Limited Power of Attorney: License Holder Name: Robert Willets State License Number: CGC1522347 Signature of License Holder: STATE OF FLORIDA COUNTY OF Seminole S+ Theforegoinginstrupe6nyasar]ged before me this day of , 200 l-4- , by/ KK DDe VVVV t ii who is o personally known to me or &'who has produced as identification and who did (did not) take an oath. NoAlqjtr eMkel itNOTARY PUBLIC STATE OF FLORIOA Comrt# GG113111 Expires 612112021 Rev. 08.12) I Signature Print o7rtype nalne Notary Public - State of Commission No. My Commission Expires: wta DEC 2 0 2017 b QY: CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: 1 e - 2 " Documented Construction Value: S 1 Z<;a. Lp q n Job Address: 3 $ a PIig>r r o n J !q r\A-6,-A R , U-773 Historic District: Yes No Parcel ID: 17-20-31-502-0000- p $1 p Wyndham Preserve Lot $ Residential ® Commercial Type of Work: New ® Addition Alteration 11 Repair Demo Change of Use 11 Move Description of Work: Construct New SFR Plan Review Contact Person: Shayne Mangel Title: Permit Coordinator Phone: 407-708-0161 .Fax: 407-647-0700 Email; Shayne.mangel@starlighthomes.com Property Owner Information Name Starlight Homes Florida, LLC Phone: 407-708-0161 Street: 1405 Old Alabama Road, Suite 200 City, State Zip: Roswell, GA 30076 Resident of property? : Contractor information Name Starlight. Homes Florida, LLC/Robert Willets Phone: Street: 1064 Greenwood Blvd. Suite 124 City, State Zip: Lake Mary, FL 32746 407- 647-3700 Faxi 407-647-0700 State License No.: No CGC1622347 Architect/ Engineer Information Name: Mulhem i Kulp Phone: 215-646-8001 Street: 20 South Maple Street, Suite 150 City, St, Zip: Ambler, PA Bonding Company: NA Address: Fax: E- mail: sives@muihemkulp.com Mortgage Lender: Address: NA WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR I1NIIPROVEItaIF.NTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 1053 Shall be inscribed with the date of application and the code in effect as of that date: 5ih Edition (2014) Florida Building Code Revised: June 30. 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in com ' ce with all applicable laws regulating constructio and zoning. Sign to wner/Agvf Date Signature of Contractor/Agent Date John Reny Robert Willets Print Owner/Agent's Name t S Signature of Notary -late of Florida Date PC Shayne Mange" NOTARY PUBLIC STATE OF FLORIDA Co m# GgG 1 1/3111 Owner/Agent iec on 141 Kn2own to Me or Produced ID Type of ID Print Contractor/Agent's Name ate SignatureofNo -State of Florida iC- EIVShayne Mangel NOTARY PUBLIC STATE OF FLORIDA CommitGG113111 Contractor/ Agee 6 Personally Known to Me or Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing[] Gas Roof Construction Type: Occupancy Use: Total Sq Ft of Bldg: Min. Occupancy Load: Flood Zone: of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No # of Heads Fire Alarm Permit: Yes NO APPROVALS: ZONING: ENGINEERING: COMMENTS: UTILITIES: & 1'948 WASTEWATER: FIRE: BUILDING: Revised: June 30, 2015 Pertnit Application THIS INSTRUMENT PREPARED BY: Ann y Cl!`7eyName: Starlight Homes Florida, LLC Address: 1064 Greenwood Blvd Suite 124 Lake Marv. FL 32746 NOTICE OF COMMENCEMENT Stale of Florida 111111111111111111111111111111111111111 GRANT MALOY SEMINOLE COUNTY CLERK, OF CIRCUIT COURT & COMPTROLLER BK. 9048 Ps 1515 (1P9s) CLERK'S 2017131002 RECORDED 12/28/2017.12:13:50 PI1 RECORDING FEES $10.00 RECORDED BY tsmith County of Semino e _L Permit Number: Parcel ID Number. 17-20-31-502-0000- o $t0 The undersigned hereby gives notice that improvement will be made to certain real property, and in accordance withChapter713. Florida Statutes, the following information is provided in this Notice of Commencement. DESCRIPTION OF PROPERTY: (Legal description of the property and street address If available) Wndham Preserve PB 81 Pas 93-102 Lot B 1 Address: 3$8a NP•:ndr- 6ieron r;ve. GENERAL DESCRIPTION OF IMPROVEMENT: Construct New SFR OWNER INFORMATION: Name: Starlight Homes Florida LLC Address: 1405 Old Alabama Road, Suite 200, Roswell, GA 30076 Fee Simple Title Holder (f other than owner) Name. NA Address: CONTRACTOR: Name: Starlight Homes Florida, LLC Address: 1064 Greenwood Blvd Suite 124. Lake Mary, FL 32746 Persons within the State of Florida Designated by Owner upon whom notice or other documents may be servedasprovidedbySection713.13(1)(b), Florida Statutes. Name: NA Address: In addition to himself, Owner Designates NA of To receive a copy of the Ltenoes Notice as Provided in Section 713.13(1)(b), Florida Statutes. Expiration Date of Notice of Commencement (The expiration date Is 1 year from date of recording unless adifferentdateisspecified) WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OFCOMMENCEMENTARECONSIDEREDIMPROPERPAYMENTSUNDERCHAPTER713, PART I, SECTION 713.13, FLORIDA STATUTES. AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. ANOTICEOFCOMMENCEMENTMUSTBERECORDEDANDPOSTEDONTHEJOBSITEBEFORETHEFIRSTINSPECTION. IF YOU INTEND TO OBTAIN FINANCING. CONSULT WITH YOUR LENDER OR AN ATTORNEYBEFORECOMMENCINGWORKORRECORDINGYOURNOTICEOFCOMMENCEMENT. Under p of perjury, I declare that I have read the foregoing and that the facts stated In it are truetobofmynowledgeandbelief, owners srgnamae - Omees Printed Name Fladda Statute 713.13(1)(g): The owner must sign Me netke Of tOfr enCem2rd and no one else may be permitted to sign In his or her stead.' ly w ,` y F V State of Courtly of ( -e ems:` a a LUo The toregotng irtstrtlment was acknowledged before me this 111fNt- day of _ 0 U p by - r ae- r-v L-t- Who Is personally known to meNameofpersonmakingstatement Q c: •.I OR who has produced identification type of Identincadon produced: r Uv C uJ cic O CLv J Shayne Mengel NOTARY PUBLIC STATE OF FLORIOA Ntllety slgfmOma UJ O O ev? f- r o v v ¢ n coo Comm# GG113111 Expires 6/21/2021 RECORD COPY FORM R405-2014 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Lot 81 - 2095 SR Street•. 3 bE ;k Y--).- City, State, Zip: Sanford , FL , 32773 Owner: Design Location: FL, Orlando 1. New construction or existing New (From Plans) 2. Single family or multiple family 3. Number of units, if multiple family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area above grade (ft2) Conditioned floor area below grade (0:2) 7. Windows(191.0 sgft.) Description a. U-Factor. Dbl, U=0.34 SHGC: SHGC=0.26 b. U-Factor. Dbl, U=0.58 SHGC: SHGC=0.25 c. U-Factor. N/A SHGC: d. U-Factor. N/A SHGC: Area Weighted Average Overhang Depth: Area Weighted Average SHGC: 8. Floor Types (1222.0 sgft.) a. Slab -On -Grade Edge Insulation b. Floor over Garage c. WA Glass/Floor Area: 0.091 Single-family 1 4 No 2099 0 Area 150.00 ft2 Insulation R=0.0 R=19.0 R= 41.00 ft2 ft2 ft2 1.000 ft. 0.258 Area 929.00 ft2 293.00 ft2 ft2 Builder Name: Starlight Homes Permit Office: Seminole County S C Permit Number.#' ANRORJurisdiction: 28 4 OVA O County:: Seminole (Florida Climate Zone 9. Wall Types (2438.3 sgft.) a. Frame - Wood, Exterior b. Concrete Block - Int Insul, Exterior c. Frame - Wood, Adjacent d. N/A 10. Ceiling Types (1222.0 sqft.) a. Under Attic (Vented) b. N/A c. N/A 11. Ducts a. Sup: Attic, Ret: Attic, AH: Floor 2 12. Cooling systems a. Central Unit 13. Heating systems a. Electric Heat Pump 14. Hot water systems a. Electric b. Conservation features None 15. Credits Total Proposed Modified Loads: 61.77 Total Baseline Loads: 61.93 I hereby certify that the plans and specifications covered by this calculation are in compliance with the Florida Energy Code. PREPARED BY: (vet DATE: I hereby certify that this building, as designed, is in compliance with the Florida Energy ode. OWNER/AGENT. - DATE: Review of the plans and specifications covered by this calculation indicates compliance with the Florida Energy Code. Before construction is completed this building will be inspected for compliance with Section 553.908 Florida Statutes. Insulation Area R=13.0 1131.70 ft2 R=4.1 980.00 ft2 R=13.0 326.67 ft2 R= ft2 Insulation Area R=30.0 1222.00 ft2 R= ft2 R= ft2 R ft2 6 419.8 k8tu/hr Efficiency 36.0 SEERA4.00 kBtu/hr Efficiency 36.0 HSPF:8.20 Cap: 50 gallons EF: 0.950 Pstat PASS vp WE-t- BUILDING OFFICIAL: DATE: -Z-- / •/ Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory -sealed in accordance with R403.2.2.1. Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and starting July 1, 2017 this project requires an envelope leakage test report with envelope leakage no greater than 7.0 ACH50 (R402.4.1.2). Compliance with a proposed duct leakage On requires a Duct Leakage Test Report confirming duct leakage to outdoors, tested in accordance with Section 803 of RESNET Standards, is not greater than 0.030 On for whole house. 9/21/2017 12:49 PM EnergyGaugeO USA - v5.1 - Section R405.4.1 Compliant Software Page 1 of 4 FORM R405-2014 PROJECT Title:....... Lot 81 - 2095 SR Bedrooms: 4 Address Type: Street Address Building Type: User Conditioned Area: 2099 Lot # 81 Owner. Total Stories: 2 Block/SubDivision: Wyndham of Units: 1 Worst Case: No PlatBook: Builder Name: Starlight Homes Rotate Angle: 0 Street: Permit Office: Seminole County Cross Ventilation: No County: Seminole Jurisdiction: Whole House Fan: No City, State, Zip: Sanford , Family Type: Single-family FL. 32773 New/Existing: New (From Plans) Comment: CLIMATE IECC Design Temp Int Design Temp Heating Design Daily Temp V Design Location TMY Site Zone 97.5 % 2.5 % Winter Summer Degree Days Moisture Range FL, Orlando FL_ORLANDO INTL AR 2 41 91 70 75 526 44 Medium BLOCKS Number Name Area Volume 1 Blockl 2099 18116.7 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 Floor 1 929 8639.7 Yes 5 0 1 Yes Yes Yes 2 Floor 1170 9477 No 0 4 1 Yes Yes Yes FLOORS Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet 1 Slab On -Grade Edge Insulatio Floor 1 105 ft 0 929 ft' 0.35 0 0.65 2 Floor over Garage Floor 2 __ — 293 ft' 19 0 0 1 ROOF Roof Gable Roof Solar SA Emitt Emitt Deck Pitch V # Type Materials Area Area Color Absor. Tested Tested Insul. deg) 1 Hip Composition shingles 1324 ft' 0 ft' Medium 0.6 N 0.5 No 0 22.6 ATTIC v # Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 1222 ft' N N 9/21/2017 12:49 PM EnergyGauge® USA - v5.1 - Section R405.4.1 Compliant Software Page 2 of 4 FORM R405-2014 CEILING Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 Under Attic (Vented) Floor 1 30 Blown 1222 ft' 0.1 Wood WALLS Adjacent Space Cavity Width Height Sheathing Framing Solar Below 1 S Exterior Frame - Wood Floor 2 13 32 0 8 1 258.7 ft' 0 0.25 0.6 0 2 S Exterior Concrete Block - Int Insul Floor 1 4.1 17 0 9 4 158.7 ft' 0 0 0.6 0 3 W Exterior Frame - Wood Floor 2 13 38 0 8 1 307.2 ft' 0 0.25 0.6 0 4 W Exterior Concrete Block - Int Insul Floor 1 4.1 18 0 9 4 168.0 ft2 0 0 0.6 0 5 N Exterior Frame - Wood Floor 2 13 32 0 8 1 258.7 ft' 0 0.26 0.6 0 6 N Exterior Concrete Block - Int Insul Floor 1 4.1 32 0 9 4 298.7 ft' 0 0 0.6 0 7 E Exterior Frame - Wood Floor 2 13 38 0 8 1 307.2 ft' 0 0.25 0.6 0 8 E Exterior Concrete Block - Int Insul Floor 1 4.1 38 0 9 4 354.7 ft' 0 0 0.6 0 9 W Garage Frame - Wood Floor 1 13 35 0 9 4 326.7 ft' 0 0.25 0.01 0 DOORS Omt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 E Wood Floor 1 None .39 3 6 10 20.5 ft' 2 E Wood Floor 1 None .39 2 10 6 10 19.4 ft' WINDOWS Orientation shown is the entered, Proposed orientation. Wall Overhang V Omt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 1 S 1 None Low-E Double Yes 0.34 0.26 15.0 ft' 1 ft 0 in 1 ft 0 in None None 2 W 3 None Low-E Double Yes 0.34 0.26 60.0 ft' 1 ft 0 in 1 ft 0 in None None 3 W 4 None Low-E Double Yes 0.34 0.26 15.0 ft' 1 ft 0 in 14 ft 0 in None None 4 E 7 None Low-E Double Yes 0.34 0.26 30.0 ft° 1 ft 0 in 1 ft 0 in None None 5 E 8 None Low-E Double Yes 0.34 0.26 30.0 ft' 1 ft 0 in 12 ft 0 in None None 6 E 8 Vinyl Low-E Double Yes 0.58 0.25 41.0 ft' 1 ft 0 in 12 ft 0 in None None GARAGE Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 387 ft' 387 W 64 ft 9.3 ft 0 INFILTRATION Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) .000384 2113.6 116.03 218.22 345 7 9/212017 12:49 PM EnergyGauge® USA - v5.1 - Section R405.4.1 Compliant Software Page 3 of 4 FORM R405-2014 HEATING SYSTEM System Type Subtype Efficiency Capacity Block Du , s 1 Electric Heat Pump Split HSPF:8.2 36 kBtu/hr 1 sys#1 COOLING SYSTEM System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit Split SEER: 14 36 kBtu/hr 1080 cfm 0.75 1 sys#1 HOT WATER SYSTEM System Type SubTpe Location EF Cap Use SetPnt Conservation 1 Electric None Garage 0.95 50 gal 60.9 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Cert # Company Name Collector System Model # Collector Model # Area Storage Volume FEF None None ft2 DUCTS V # Supply — Location R-Value Area Return— Air Location Area Leakage Type Handler CFM 25 TOT CFM25 OUT ON RLF HVAC # Heat Cool 1 Attic 6 419.8 ft Attic 104.95 Prop. Leak Free Floor 2 afm 63.0 cfm 0.03 0.50 1 1 TEMPERATURES Programable Thermostat: Y CoolingJan Feb [ Mar HeatinJan HFeb f Mar Venting Jan Feb [Xl Mar Ceiling Fans: Apr May Jun Jul Auge EprMayJunriJulAuSepX) Apr Ma Jun Jul Aug Se E Xl Oct Oct Oct Nov X Nov X Nov Dec Dec Dec Thermostat Schedule: HERS 2006 Reference Schedule Type 1 2 3 Hours 4 5 6 7 8 9 10 11 12 Cooling ( WD) Cooling ( WEH) Heating ( WD) Heating( WEH) AM 78 PM 80 AM 78 PM 78 AM 66 PM 68 AM 66 PM 68 78 78 80 78 78 78 78 78 66 66 68 68 66 66 68 68 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 66 66 68 68 68 68 68 68 66 66 68 68 68 68 68 68 78 78 78 78 68 68 68 68 80 78 78 78 68 68 68 68 80 78 78 78 68 68 68 68 80 78 78 78 68 66 68 66 80 78 78 78 68 66 68 66 MECHANICAL VENTILATION Type Supply CFM Exhaust CFM Fan Watts HRV Heating System Run Time Cooling System Runtime Vent 61 0 0 1 - Electric Heat Pump 1 - Central Unit 9/ 21/2017 12:49 PM EnergyGauge® USA - v5.1 - Section R405.4.1 Compliant Software Page 4 of 4 FORM R405-2014 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 100 The lower the EnergyPerformance Index, the more efficient the home. 1. New construction or existing 2. Single family or multiple family 3. Number of units, if multiple family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (ft2) 7. Windows" Description a. U-Factor: Obl, U=0.34 SHGC: SHGC=0.26 b. U-Factor. Obl, U=0.58 SHGC: SHGC=0.25 c. U-Factor. N/A SHGC: d. U-Factor. N/A SHGC: Area Weighted Average Overhang Depth: Area Weighted Average SHGC: 8. Floor Types a. Slab -On -Grade Edge Insulation b. Floor over Garage c. N/A Sanford, FL, 32773 New (From Plans) 9. Wall Types Insulation Area Single-family a. Frame - Wood, Exterior R=13.0 1131.70 ft2 b. Concrete Block - Int Insul, Exterior R=4.1 980.00 ft2 1 c. Frame - Wood, Adjacent R=13.0 326.67 ft2 4 d. N/A R= ft2 No 10. Ceiling Types Insulation Area a. Under Attic (Vented) R=30.0 1222.00 fe 2099 b. N/A R= ft2 Area c. N/A R= R2 150.00 ft2 11. Ducts R ft2 a. Sup: Attic, Ret: Attic, AH: Floor 2 6 419.8 41.00 ft2 12. Cooling systems kBtu/hr Efficiency ft2 a. Central Unit 36.0 SEER:14.00 Insulation R=0.0 R=19.0 R= R2 13. Heating systems kBtu/hr Efficiency a. Electric Heat Pump 36.0 HSPF:8.20 1.000 ft. 0.258 Area 14. Hot water systems 929.00 ft2 a. Electric Cap: 50 gallons EF: 0.95 293.00 ft2 ft2 b. Conservation features None 15. Credits Pstat I certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code pompliant features. I r Builder Signature: 1 Date:- Address of New Home: V City/FL Zip: 3a 2 Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient mortgage (EEM) incentives if you obtain a Florida EnergyGauge Rating. Contact the EnergyGauge Hotline at (321) 638-1492 or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. Label required by Section R303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. 9/21/2017 12:49 PM EnergyGauge® USA - v5.1 - Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 TABLE 402.4.1.1 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Lot 81 - 2095 SR Builder Name: Starlight Homes Street: Permit Office: Seminole County City, State, Zip: Sanford. FL, 32773 Permit Number: Owner: Jurisdiction: Design Location: FL, Orlando COMPONENT CRITERIA CHECK Air barrier and thermal barrier A continuous air barrier shall be installed in the building envelope. Exterior thermal envelope contains a continuous barrier. Breaks or joints in the air barrier shall be sealed. Air -permeable insulation shall not be used as a sealing material. Ceiling/attic The air barrier in any dropped ceiling/soffit shall be aligned with the insulation and any gaps in the air barrier shall be sealed. Access openings, drop down stairs or knee wall doors to unconditioned attic spaces shall be sealed. Corners and headers shall be insulated and the junction of the foundation Walls and sill plate shall be sealed. The junction of the top plate and the top or exterior walls shall be sealed. Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and continuous alignment with the air barrier. Knee walls shall be sealed. Windows, skylights and doors The space between window/doorjambs and framing and skylights and framing shall be sealed. Rim joists Rim joists are insulated and include an air barrier. Floors (including above -garage Insulation shall be installed to maintain permanent contact with underside and cantilevered floors) of subfloor decking. The air barrier shall be installed at any exposed edge of insulation. Crawl space walls Where provided in lieu of floor insulation, insulation shall be permanently attached to the crawlspace walls. Exposed earth in unvented crawl spaces shall be covered with a Class I vapor retarder with overlapping joints taped. Shafts, penetrations Duct shafts, utility penetrations, and flue shaft openings to exterior or unconditioned space shall be sealed. Narrow cavities Batts in narrow cavities shall be cut to fit, or narrow cavities shall be filled by insulation that on installation readily conforms to the available cavity s aces. Garage separation Air sealing shall be provided between the garage and conditioned spaces. Recessed lighting Recessed light fixtures installed in the building thermal envelope shall be air tight. IC rated, and sealed to the drywall. Plumbing and wiring Batt insulation shall be cut neatly to fit around wiring and plumbing in exterior walls, or insulation that on installation readily conforms to available space shall extend behind piping and wiring. Shower/tub on exterior wall Exterior walls adjacent to showers and tubs shall be insulated and the air barrier installed separating them from the showers and tubs. Electrical/phone box on The air barrier shall be installed behind electrical or communication boxes or air sealed boxes shall be installed. HVAC register boots HVAC register boots that penetrate building thermal envelope shall be sealed to the sub -floor or drywall. Fireplace An air barrier shall be installed on fireplace walls. Fireplaces shall have gasketed doors 9/21/2017 12:50 PM EnergyGauge® USA - v5.1 - Section R405.4.1 Compliant Software Page 1 of 1 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING. CONSTRUCTION Envelope Leakage Test Report Prescriptive and Performance Method Project Name: Lot 81 - 2095 SR Builder Name: Starlight Homes Street: Permit Office: Seminole County City, State, Zip: Sanford, FL , 32773 Permit Number. Design Location: FL, Orlando Jurisdiction: Cond. Floor Area:: 2099 sq.ft. Cond. Volume: 18117 cu ft. Envelope Leakage Test Results Regression Data: C: n: R: Single or Multi Point Test Data I I HOUSE PRESSURE I FLOW: Leakage Characteristics CFM(50): ELA: EgLA: ACH: SLA: ACH(50) ' For prescriptive projects, tested leakage must be 7 ACH(50). For performance projects, tested leakage must be <= the ACH(50) shown on Form R405-2014 for this project. R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 7 air changes per hour in Climate Zones 1 and 2. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Testing shall be conducted by either individuals as defined in Section 553.993(5) or (7), Florida Statutes or individuals licensed as set forth in Section 489.105(3)(f), (g), or (i) or an approved third party. A written report of the results of the test shall be signed by the parry conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures; 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures; 3. Interior doors, if installed at the time of the test, shall be open; 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; S. Heating and cooling systems, if installed at the time of the test, shall be turned off, and 6. Supply and return registers, if installed at the time of the test, shall be fully open. I hereby certify that the above envelope leakage performance results demonstrate compliance with Florida Energy Code requirements in accordance with Section R402.4.1.2. SIGNATURE: PRINTED NAME: DATE: Testing shall be conducted by either individuals as defined in Section 553.993(5) or (7), Florida Statutes or individuals licensed as set forth in Section 489.105(3)(f), (g), or (i) or an approved third party. A written report of the results of the test shall be signed by the third party conducting the test and provided to the code official. BUILDING OFFICIAL: DATE: yO,o%E SrAr 9/21/2017 12:50 PM EnergyGaugeO USA - v5.1 - Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 Duct Leakage Test Report Performance Method FLORIDA ENERGY EFFICIENCY CODE FOR' BUILDING CONSTRUCTION Form R405 Duct Leakage Test Report Performance Method Project Name: Lot 81 - 2095 SR Builder Name: Starlight Homes Street: Permit Office: Seminole County City, State, Zip: Sanford, FL. 32773 Permit Number. Design Location: FL, Orlando Jurisdiction: Duct Test Time: Post Construction Duct Leakage Test Results CFM25 Duct Leakage Test Values Line System Outside Duct Leakage 1 System 1 cfm25(Out) 2 System 2 cfm25(Out) 3 System 3 cfm25(Out) 4 System 4 cfm25(Out) 5 Total House Sum lines 1-4 Duct System Divide byLeakage Total Conditioned Floor Area) Qn,Out) I certify the tested duct leakage to outside, On, is not greater than the proposed duct leakage On specified on Form R405-2014. SIGNATURE: PRINTED NAME: DATE: Duct tightness shall be verified by testing to Section 803 of the RESNET Standards by either individuals as defined in Section 553.993(5) or (7), Florida Statutes, or individuals licensed as set forth in Section 489.105(3)(0, g), or (i), Florida Statutes. BUILDING OFFICIAL: DATE: 0- THE Sic fir rg7 O r/h p 9/21/2017 12:50 PM EnergyGaugeO USA - v5.1 - Section R405.4.1 Compliant Software Page 1 of 1 Project Summaryry Job: Ashton- StarlightHorms wrightsofe : 10/1012016 Entire House Da Energy Air, Inc Plan: 2095 S 5401 Energy Air, CL Orlando, FL 32810 Phone: 407-886-3729 Email: GRenner®energyairoom Ukb: vmw.energyairoom Project• • For. Lot 81 - 2095 SR, Ashton Woods Homes Sanford, FL 32773 Notes: Design Information Weather. Oriando Executive AP, FL, US Winter Design Conditions Summer Design Conditions Outside db 44 OF Outside db 93 OF Inside db 70 OF Inside db 75 OF Design TD 26 OF Design TD 18 OF Daily range L Relative humidity 50 Moisture difference 44 grAb Heating Summary Sensible Cooling Equipment Load Sizing Structure 15643 Btuh Structure 19503 Btuh Ducts 2463 Btuh Duds 2946 Btuh Central vent (61 dm) 1737 Btuh Central vent (61 dm) 1185 Btuh Outside air Outside air Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 19843 Btuh Use manufacturer's data y Rate/swin multiplier 1.00 Infiltration Equipment sensible load 23634 Btuh Method Simplified Latent Cooling Equipment Load SizingConstructionqualitySemi -tight Fireplaces 0 Structure 2365 Btuh Duds 502 Btuh Central vent (61 dm) 1820 Btuh Heating Lollingg Outside air Area (ft2) 2140 2140 Equipment latent load 4687 Btuh Volume (" 18438 18438 Air changesmour 0.28 0.15 Equipment Total Load (Sein+Lat) 28321 Btuh Equiv. AVF (dm) 86 46 Req. total capacity at 0.75 SHR 2.6 ton Heating Equipment Summary Cooling Equipment Summary Make Carrier Trade CARRIER AIR CONDITIONING Model CH14NBO3600008 AHRI ref 8068612 Efficiency Heating input Heating output Temperature rise Actual airflow Air flow factor Static pressure Space thermostat Capacity balance point = 31 OF 8.2 HSPF 33800 Btuh @ 47"F 28 OF 1105 dmm 0.061 dmBtuh 0.50 in H2O Backup: Input = 6 kW, Output =19028 Btuh,100 AFUE Make Carrier Trade CARRIER AIR CONDITIONING Cond CH14NBO360000B Coil FB4CNP036L AHRI ref 8068612 Efficiency 11.7 EER,14 SEER Sensible cooling 24750 Btuh Latentcooling 8250 Btuh Total cooling 33000 Btuh Actual airflow 1105 dm Air flow factor 0.049 dmBtuh Static pressure 0.50 in H2O Load sensible heat ratio 0.83 Boldrdalle values have been manuarryoverrlddan Calculations approved byACCA to meet all requirements of Manual J 8th Ed. 2017-Sep-21 12 47 38wrightsoftt' Righ+Suile0llniwsa12017 17.028 RSU17013 Page 1 ACCP.... SpeafidWyndham PreservelLot 81 - 2095 SR rup Calc = MJ8 Front Door faces: W wrightsoft• Manual S Compliance Report Entire House Energy Air, Inc 5401 Energy Ar, CL Orlando, FL 32810 Phone:407-886-3729 Email: GRenner@energyaicmm Web: www.energyatraom For. Lot 81 - 2095 SR, Ashton Woods Homes Sanford, FL 32773 Design Conditions Job: Ashton- Stadight Homes Date: 10110/2016 BY. Plan: 2095 S Outdoor design DB: 92.6°F Sensible gain: 23634 Btuh Entering coil OB: 76.0°F Outdoor design WB: 75.9°F Latent gain: 4687 Btuh Entering coil WB: 63.4"F Indoor design OB: 75.0°F Total gain: 28321 Btuh Indoor RH: 50% Estimated airflow. 1105 cI n Manufacturer' s Performance Data at Actual Design Conditions Equipment type: SpIitASHP Manufacturer. Carrier Model: CH14NB0360000B+FB4CNP036L Actual airflow: 1105 cIrn Sensible capacity: 23961 Btuh 101% of load Latent capacity: 6713 Btuh 143% of load Total capacity: 30674 Btuh 108% of load SHR: 78% Design Conditions Outdoor design DB: 44.2°F Heat loss: 19843 Btuh Entering coil DB: 68.5°F Indoor design DB: 70.0°F Manufacturer' s Performance Data at Actual Design Conditions Equipment type: SpIitASHP Manufacturer. Carrier Model: CH14NB0360000B+FB4CNP036L Actual airflow: 1105 cfm Output capacity: 33800 Stuh 170% of load Capacity balance: 31 OF Supplemental heat required: 0 Btuh Eoonomic balance: -99 OF Backup equipment type: Elecstrip Manufacturer. Model: Actual airflow: 1105 dm Output capacity: 5.6 kW 96% of load Temp. rise: 50 OF Meets all requirements ofACCA Manual S. 1 2017- Sep 21 12: wrightsoft• Right-Suite®Uni%erwl2017 17.028 RSU17013 Pape ageI 1ACCA - SpecfidWyndham Presemel of 81 - 2095 SR rup Celc = Ml8 Front Door faces. W Duct System Summary Job: Ashton- StadightHornes W rightsoft° Date: 10h 012016 Entire House BY Energy Air, Inc Plan: 2095 S 5401 Energy Air, Ct, Orlando. FL 32810 Phone:407-886-3729 Email: GRenner(denergyaircom Web wmv energya¢mm Project• • For. Lot 81 - 2095 SR, Ashton Woods Homes Sanford, FL 32773 External static pressure Pressure losses Available static pressure Supply / return available pressure Lowest friction rate Actual airflow Total effective length (TEL) Heating 0.50 in H2O 0.22 in H2O 0.28 in H2O 0.140 / 0.140 in H2O 0.115 in/10011 1105 dm 243 ft Coding 0.50 in H2O 0.22 in H2O 0.28 in H2O 0.140/0.140 in H2O 0.115 in/100ft 1105 drn Name Design Btuh) Htg dm) Clg dm) Design FIR Diam in) H x W n) Dud Mat Actual Ln (ft) Ftg.Egv Ln (ft) Trunk bat h 403 25 19 0.217 4.0 Ox 0 VIFx 14.1 115.0 stl bed.3 c 2807 88 138 0.208 7.0 Ox 0 VIFx 24.5 110.0 stl bed.4 c 1093 43 54 0.344 5.0 Ox 0 VIFx 11 A 70.0 bed2 C 2753 78 136 0.216 7.0 Ox 0 VIFx 19.8 110.0 stl d.4-A h 147 9 6 0.313 4.0 Ox 0 VIFx 19.4 70.0 earn-awin c 2523 123 124 0.161 7.0 Ox 0 VIFx 33.7 140.0 st3 tam-IdWin-A c 2523 123 124 0.169 7.0 Ox 0 VIFx 26.1 140.0 st3 tam-Idwin-B c 2523 123 124 0.166 7.0 Ox 0 VIFx 28.2 140.0 st3 flex -A h 1679 102 56 0.115 7.0 Ox 0 VIFx 48.1 195.0 s1:4 flex-B h 1679 102 56 0.127 7.0 Ox 0 VIFx 35.5 185.0 s4 lawn C 710 7 35 0.336 4.0 Ox 0 VIFx 8.4 75.0 mba h 477 29 25 0.344 4.0 Ox0 VIFx 6.4 75.0 m bed c 2806 99 138 0.347 6.0 Ox 0 VIFx 5.8 75.0 pantry -A h 1341 82 25 0.158 6.0 Ox 0 VIFx 36.7 140.0 st3 pdr-A h 462 28 14 0.172 4.0 Ox 0 VIFx 32.3 130.0 SO Wo-A h 554 34 24 0.336 4.0 Ox 0 VIFx 13.4 70.0 vwc2 h 165 10 8 0.209 4.0 Ox 0 VIFx 18.9 115.0 SO BdrYnatic values have been manua0yoverriddan t , 2017-Sep 21 12 47 + wrightSoft• Right-SuiteOUniversal 201717.028 RSU17013 Pageage I ACCP.... SpedfidWyndham Preser e%Lot 81- 2095 SR.rup Celc= MA Front Door races: W Supply Trunk Detail Table Trunk Htg CA Design Veloc Diam H x W Dud Name Type dm) dm) FIR fpm) n) in) Material Trunk st3 PeakAVF 684 522 0.115 640 14.0 0 x 0 VinlFlx st2 st1 PeakAVF 201 300 0.208 680 9.0 0 x 0 VinlFlx st4 PeakAVF 205 111 0.115 464 9.0 0 x 0 VinlFlx st3 st2 PeakAVF 684 522 0.115 640 14.0 0 x 0 VinlFlx Return Branch Detail Table Grille Htg Clg TEL Design Veloc Diam H x W Stud/Joist Dud Name Size (in) dm) drn) M FIR fpm) in) in) Opening (in) Mat! Trunk rb1 Ox 0 834 827 0 0 0 0 Ox 0 VIFx rb2 Ox 0 271 278 0 0 0 0 Ox 0 VIFx 2017-Sep2112: wrightsoft• Rght-Suite®Uni%ersal201717.02Page 8RSU17013 Page 2 ACC% .- SpedfidWyndham Preserrelot 81 - 2095 SR1up Galt- MJ8 Front Door (aces: W C3 Job * Ashton- Starlight Homes Performed for: Lot 81 - 2095 SR Sanford, FL 32773 Level 1 Energy Air, Inc 5401 EnergyAir, Ct Orlando, FL 32810 Phone: 407-886-3729 www.energyair.com GRenner@energyaircom 7VTW Scale: 1 /8" =1'0" Page 1 RigW%iba Universal 2017 17.028 RSU17013 2017Sep-21 12:47:48 am PreserodW 81- 2095 SR.rup level2 In21-1 8x4 m bed 34 cfm a m ba VAC chn Tura 10x6 q p Riser 4- d. F m 138cfm 14 4"bed.4Cf12x1278cfm6" ac 5" PVTR RA OVER DOOR 24x12 u 10x6 834 cfm 54 cfm 8x4 35 d6n 9 s aura hall s'crM 14x6 T 7" 12x6 136cfm 4 8x4 4 x612x6 25Cfrn 138 cfm 14x6 7VTR O 8xa d.3 10 cfm bed.3 batbed2 VA Job #: Ashton- Starlight Homes Performed for: Lot 81 - 2095 SR Sanford, FL 32773 AHU ON METAL STAND 3. 0 TON 240V/ 5KW HP Energy Air, Inc 5401 EnergyAir, Ct Orlando, FL 32810 Phone: 407418&3729 www. energyaircom GRenner@energyaircom Scale: 1 /8" =1'0" Page 2 RighrSuihA Unu rsal 2017 17. 028 RSU17013 2017Sep- 21 12AT48 am Preseneld 81- 2095 SR.rup VTR 1j VTR 1-1/2" VTR WC,. WA SH L " n n LAV n WC 291 3ll O J LAVAUTOVENT 3" LAV n 0 KS 3" 2" C 2" WC 31l 310 CD F PLAN 2095 CEO PLUMBING RISER DIAGRAM a) W c O WYNDHAM PRESERVE - LOT 81 o- Ncl a PLOT PLAN N z o W ONLEGALDESCRIPTION DESCRIPTION: A parcel of land lying in Section 17, Township 20 South, Range 31 East, Seminole County, Florida, v N d and being more particularly described as follows: y`- c U CA COMMENCE at the Southwest corner of the Northeast 1/4 of said Section 17, run thence along the South line of the v0 zo Northeast 1/4 of said Section 17, N.89°52'08"E., a distance of 798.86 feet; thence N.00016'57"E., a distance of 426.10 0 M feet to the POINT OF BEGINNING; thence N.00°16'57"W., a distance of 52.50 feet; thence easterly 39.27 feet 0 along the arc of a non -tangent curve to 9°00'00" (chord bearing S.44043'03"E., 35.36 feet) , thence 1 N.89043'03"E., a distance of 90.00 feet; thence S.00016'57"E., a distance of 77.50 feet; thence S.89°43'03"W., to a distance of 115.00 feet to to the POINT OF BEGINNING. 0 Containing 8,778 Square feet, more or less. ZONiN o Ok to construct single family homeCURVEDATATABLEwithsetbacksandimperviousarea shown on plan. 2 1. 'j `ta ;MP• NO. RADIUS I DELTA I ARC CHORD I BEARING ZOr-15 3eo covi - S, Gr?— C1 25.00' 1 090'0000" 1 39.27' 35.36' 1 S 44'43'03" W WYNDHAM PRESERVE LOT 81 Proposed) LOT AREA CALCULATIONS LOT 8,778 SQ.FT. LIVING AREA= 929 SQ.FT. GARAGE = 387 SQ.FT. PORCH = 30 SQ.FT. I GDRIVEWAY = 405 SQ.FT. PATIO 100 SQ.FT. WALKWAY 44 SQ.FT. 00 A/C PAD = 9 SQ.FT rn IMPERVIOUS- 21.7 SOD = 6,874 SQ.FT. 3 OFF LOT AREA CALCULATIONS - 0 R/W = 5,572 SQ.FT. ' C 0 APRON = 114 SQ.FT. yr 0 t SIDEWALK = 928 SQ.FT. ;0inv SOD 1,052 SQ.FT. o D v Z 0D w TOTAL AREA r j CrJ N O 14.350 SQ. 0 O "v DRIVEWAY = 519 SQ.FT. SIDEWALK = 396 SQ.FT. SOD = 8,031 SQ.FT. G 0m Bundling Setbacks Setbacks: Per construction plans for WYNDHAM PRESERVE", City of Sanford, Seminole County, Florida. 11.0, Front = 25' 25.0' Rear = 20' Side = 7.5' n ^ O POINT OF ° ICOMMENCEMENTSOUTHLINEOF N SOUTHWEST CORNER OF THE NORTHEAST 1/4 b THE NORTHEAST 1/4 OF B SEC 17-20-31BEARINGz SECTION 17-20-31 ( Basis OF BEARING) N89'52'08"E 798.86' S 89*43*03" W 390.25' CENTER MAGPIE WAY LINE 50' RIGHT-OF-WAY PRIVATE ROAD) 4CONC CURB PROPOSED 5' CONC SIDEWALK C i ..e.,..,0,0,:per 1 , 1 I I I I I I I I I I PROROSED a, DRIVEWAY o 1 I EASEMENT (P) o 0 CoODN 52.7--- Q 32.0 M N tooPROPOSED LOT 82 2 STORY RESIDENCE cMODELao PATIO LOT 812095BEACON - S GARAGE - RIGHT 10.0 AREA = ;. FFE= 22.9 8,778 S.F. t L6 O t,y n 52.7' ' o Vi I r ------------------------ r4r I I I L POINT OF BEGINNING I I S89W,03 LOT 80 DIMENSION NOTE: Proposed building dimensions shown hereon are of the exterior. l B-Licensed Bo l,"I LEGEND:ADUSSD-Access/Droinage/Utilities/Sidewalk SURVEYOR'S NOTES: BFP-Backflow Preventer Survey Sight Distance Easement PRM-Permanent Ref. Monument 1. Current title Information on the subject property had not Reported PCP -Permanent Control Point been furnished to GeoPoint Surveying, Inc. at the time of this DescriptionI FP&L -Florida Power & Light FFE -Finish Floor Elevation plot plan. Plat D. -Deed Book O.R.-Official Records Book E -Water Meter 04-Water Valve 2 Roads, walks, and other similar items shown hereon were P.B. -Plat Book Or -Fire Hydrant taken from engineering plans and are subject to survey. Pg.-Page Elev.-Elevation ACE -Reclaimed Water Meter RC04-Reclaimed Water Valve 3. Elevations shown hereon are in feet and are referenced to Cone. -Concrete Cable Box the NATIONAL GEODETIC VERTICAL DATUM OF 1929 (NGVD29). BP -Brick Paver m -Telephone Box SW -Sidewalk 93-Electric Box 4. Proposed grades & finished floor elevations shown hereon FIFE -Finished Floor Elevation 0 -Utility Pole are from the construction plan for 'WYNDHAM PRESERVE', CI -Curb Inlet Guy Pole City of Sanford Seminole County, Florida. GTl-Grote Top Inlet tight Pole P.U.E.-Public Utility Easement RCP -Reinforced Conc. Pipe E--Guy Anchor OU--Overhead Utilities S. This Plot Plan is subject to matters shown on the construction plans for "WYNDHAM PRESERVE', City ofPtyPVC -Polyvinyl Chloride NCS-No Comer Set (Falls in Water) 0-Storm Sewer Manhole D-Sanitary Sewer Manhole Sanford Seminole County, Florida. SF -Square Feet D.U.E. -Drainagge/Utility Easement EHHo -Electric Handhole Coo -Clean Out 6. Proposed Information shown based on proposed/ FMGD-MAG NAIL &DISK CvC4-Irrigation Control Valve supplied plan and/or Instructions per client (not field P.K.-Parker Kolon Nall I' -Sign Get 1Nt VI verified) SIR -Set 1 /2 Iron Rod LB7768 WC4- a a er a - SPKD-Set P.K. & Disk LB7768 Gas Meter FIR -Found 1/2' Iron Rod LB7768 +1 -Existing Grade FlP-Found 1/2' Iron Pipe LB7768 al -Blow -off Valve FPKD-Found P.K. Nail & Disk L87768 -Ym---Drainage Flow Direction FCM-Found 4'x4' Concrete 10.0 Proposed Design Grade Monument PRM LB7778 0 gJ-As-Built/Existing Grad Note: Some items in above legena may not be applicable Order No. REVISED PRODUCT 1 9/01/17 1 JE I JDL I I PLOT PLAN ONLY NOT A SURVEY) For Permitting ONLY) J es Leviner LS6915 FLORIDA PROFESSIONAL SURVEYOR & MAPPER NO. .................. NOT VALID WITHOUT THE SIGNATURE AND THE ORIGINAL 115.00 BUILDING LAYOUT NOTE: Contractor and owner are to verify all setbacks, building dimensions, and layout shown hereon prior to any construction, and immediately advise GeoPoint Surveying, Inc. of any deviation from information shown hereon. Failure to do so will be at user's sole risk. PREPARED FOR ASHTON WOODS FLOOD ZONE: The property shown hereon is on the Federal Emergency Management Agency's Flood Insurance Rate Map Panel Number 12127C-0765H. in Flood Zone A" DESCRIPTION: PROPOSED LOT 81, according to the plat of "WYNDHAM PRESERVE", City of Sanford, Seminole County, Florida 555 Winderley Place, Suite 109 Maitland, FL 32751 Phone: (321) 270-0440 Fax: (813) 248-2266 Licensed Business No. LB 7768 GeoPoint Surveying, Inc. Drawn: MTP I Checked: JDL P.C.: Data File:11rissonEaat-Plat Date: 6/28/17 Dwg: erissonFmt-total Order No.: SEC. 17 - TWN. 20 S. - RNG. 31 E. Field Bk: RECORD COPY PALM ER ELECTRIC Ashton Woods Homes Seminole 2095 Starlight LOAD CALCULATION May 26, 2017 1. HVAC LOADS fNEC 2011 - 220.82Q(31- (4)1 ZONE COMPRESSOR SIZE 1 4.00 TON 2 TON 3 TON 4 TON 5 TON ZONE AIR HANDLER 1 7.00 KVA 2 KVA 3 KVA 4 KVA 5 KVA TOTAL CONNECTED LOAD FOR HVAC SYSTEMS TOTAL LOAD FOR COMPRESOR @ 100% TOTAL LOAD FOR AIR HANDLER @ 65% TOTAL HVAC DEMAND LOAD IL GENERAL LOADS (NEC 2011- 220.82(B)(114411 CONNECTED LOAD 7.20 KVA BLOWER MOTOR CONNECTED LOAD 0.67 7.67 KVA 14.87 KVA 7.20 KVA 4.99 KVA 12.19 KVA LIGHTING 2099 Sq Ft @ 3VA/Sq. Ft 6.30 KVA QTY VALUE TOTAL KVA 2 SMALL APPLIANCE CIRCUITS 1.50 3.00 KVA I LAUNDRY CIRCUIT 1.50 1.50 KVA DRYER CIRCUIT 5.00 5.00 KVA 0 STACK WASHER/DRYER 5.00 1 WATER HEATER (1) 4.50 4.50 KVA 0 WATER HEATER (2) 4.50 1 DISHWASHER gUll.p/N' 1.20 1.20 KVA I DISPOSAL(]) 0.80 0.80 KVA 0 DISPOSAL(2) SA 0.80 0 RANGE/OVEN(1) 7.20 1 RANGE/OVEN (2) A 12.00 1200 KVA COOKTOP CIRCUIT 720 SUMMER KITCHEN/JENAIR GAS 1.50 1 MICROWAVE CIRCUIT 2.50 2.50 KVA 0 JACUZZI TUB CIRCUIT # 1 2 4.8 0 40 AMP CAR CHARGER 8V 8 4 0 30AMP POOL CIRCUIT 7.20 60AMP POOL CIRCUIT 14.40 0 80AMP POOL CIRCUIT 19.20 CONNECTED LOAD (GENERAL LOADS) 36.80 KVA IST 10 KVA (GENERAL LOADS) @ 100% 10.00 KVA REMAINDER (GENERAL LOADS) @ 40% 10.72 KVA SUB -TOTAL (GENERAL LOADS) fNEC 2011 - 220.82(61) 20.72 KVA HVAC LOADS 12.19 KVA GENERAL LOADS 2072 KVA TOTAL DEMAND LOAD (NEC 2011-220.82(All 32.90 KVA MINIMUM SERVICE SIZE 137.10 AMPS RECOMMENDED SERVICE SIZE I50 AA1PS RECORD COPY Typical 150 Amp Electrical Diagram 150 Amp, Main 120V / 240V Typical 150 Amp Interior Panel guiLo,N 2/0 SER Aluminum Service Cable SANFORD Or 2" Conduit & (3) 2/0 XHHW AL & (1) 1/0 XHHW AL kNEC 250.94 Intersystem Bonding Bridge 1 8- 284 Power Company Secondary Conduit & Wire 4 Bare Copper Per NEC 250.66 B Ground Clamp Concrete Encased Electrode I J02 24-" 16' BCIT 60ODs-LB 1 2 J03 Is-" 16' BCIT 60005-1.9 1 13 JOB Is-" 16' Nil 6000s-LB 1 1 J03 17-00-00 16' BCIT 60DDs-L8 1 2 JD4 17-OD-M 16' BCI1 6000s-L8 1 6 J06 7-" 16' K17 6000s-L8 1 1 J05 5-00-00 16' BCIT 60DDs-L8 I 1 J07 4-00-UO 16' KI? 6000s-LO 1 1 FG1 2D--" 1 3/4' x 16' eX 3100) LVL 2 2 RM1 38-" I-1/8' x 16' BC RIX BOARD OSB 1 I RM1 16-OD-00 1-1/8' x 16' BC RIM BOARD OSB 1 I RMl 15-OD-00 I-W x 16' BC RIM BOARD OSB 1 1 0 co1v 38-0-0 v0 v0 H3 1w0 mo in M e o m-W 0 0 d43 w0 n0 m0 In0 r In0 m07 m07 In0 M07 J06 i icz J02 J01 JAM JOI Joe oo 12-4-0 5-8-0 20-0-0 0 0 IA RECORD COPY 18-284' 7-II-n 9A-ILA 7_ILfI 11111111111 IIIIIIIIII, IIIIIIIII, IIIII III III 11111111111 IIIIIII III III 11111111111 I- IIII III IIIIIIIIII1 IIIIIIII III III MAIN If III II_ cl IIIIfs 1 III I II11 1 III 1 III I1 u0 HuVer List H3 IUS237/16 NOTES: L) REFER T 1) All&%aMVm WOO IR MU TO MI PL EIFM r 1) a W BE CDJVENTIDwlr 4) ALL TRUSSES ARE BES r or.MAXDRM SPACK, Uk Q SE MM 1) ALL VALLS WA ON PLAN ARE CONSIDE]IED TD BE LOAD 6J Sr627RIISSES MAST BEUSTALLED 7, pLL 1FE T 8 MSE NOiEIlSDPS L 9miffe' llmova mu BJ BEAM/FEADERADIM OM M BE SHOP DRAWING APPRDVA TNIS LAW U TIE SME SMU FOR FABRIPAUN OF TRU o Alm VMS ALL HlE w ARQOiECI m m TRUSS LAMn ECM AND APPROVAL IF TN14 UTO BE RE M UK ANT TRUa'SES WL BE BIOLT. VI CIlm W TO 11811E A6 M OMZS TIIAT M RE bwwYgkvi LaB, uiIders rstSource Orlando PHONES 407-851-2100 FAX, 407-851- Plant City PHONE, 813-759-5951 FAX, 813-752 UIULM Ashton Woods 111 2095 Elevation S MOW WP0081 NIS 10/ 16/17 7josh Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek RECoRD copy RE: WP0084 - WP0084 MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Ashton Woods Project Name: W P0084 Model: 2095 Tampa, FL 33610-4115 Lot/Block: 81 Subdivision: Wyndham Preserve Address: City: Sanford State: Florida Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 140 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 16 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Truss Name DateSeal# 1 1 T12671176 I C1 12/7/17 12-1T126711771C3 12/7/17 13 _ _ _ 1 T12671178 1 C5 112/7/17 14 1 T126711791 E7 112/7/17 1 5 1 T12671180 E7A 12/7/17 J 6, 1 T12671181 H7 12/7/17 17 _ .1 T12671182 T01 -- 12/7/17 18 IT12671183IT02 I12MI 7 1 19 I T12671184 I T03 112/7/17 1 110 I T12671185 I T04 1 12/7/17 1 111 I T12671186 I T05 1 12/7/17 1 112 _1 T126711871 T06 1 12/7/17 1 13 IT12671188 T07 12/7/17 114 _1 T12671189 T08 -_1 12/7/17 115 I T12671190 I T09 1 12/7/17 116 IT12671191IT10 12/7/17 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource - Plant City. Truss Design Engineer's Name: Velez, Joaquin My license renewal date for the state of Florida is February 28, 2019 IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verity applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/rPI 1, Chapter 2. a 18.284 11111111U/ U N V 0 82 Q:= TATE OF Q/: O'. R... C? C N Al. 11111/111`, J uln V PE No.68162 M /lc uS k I . FL Cert 6834 Parke Blvd. Tampa FL 33610 December 7,2017 Velez, Joaquin 1 of I cuss Truis Type oty Ply T12671t76 WP0084 Ic-I Corner Jack 4 I 1 JWPOOS4JobReference (optional) FustSource. Tampa, Plant City, Florida 33566 7.640 s Aug t 12017 MrTek Industries. Inc. Wed Dee 06 16:51.17 2017 Page t ID:8JV2MICe38 Om XOyOpGlycRbP-CT1m5pt1ooL16gtbo4npgryx48w2rWiHA3vo2wyBeKe 1-0-0 1-0-0 t-0-0 1-0-0 31B II Scale = 1:8.9 LOADING (psf) SPACING- 2-0.0 CSI. DEFL- in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.15 Vert(LL) 0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.02 Vert(TL) 0.00 5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(rL) -0.00 3 rVa n/a BCDL 10.0 Code FBC2014/rP12007 Matrix) Weight: 5 lb Fr = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc pudins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. REACTIONS. (lb/size) 5=135/0.3.8, 3=-9/Mechanical, 4=-2/Mechanical Max Horz 5=45(LC 9) Max Uplift5=-98(LC 8), 3=-1O(LC 9), 4=-2(LC 1) Max Grav5=135(LC 1), 3=9(LC 8), 4=13(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=6.Opsf; h=251t; Cal. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Exterlor(2) zone; cantilever left and right exposed; end vertical left and right exposed;C•C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a five load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 98 lb uplift at joint 5, 10 lb uplift at joint 3 and 2 lb uplift at joint 4. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. Joaquin Velez PE No.68182 MiTlk USA, Inc. FL Carl6834 0904 Parke East Blvd. Tampa FL 33610 Date: December 7,2017 Q WARN0y0 • Verfry design parameters and READ NOTES ON THIS AND WCLUOEO MTEK REFERANCE PAGE M67472 rev. 9002,2015 BEFORE USE Design valkl for trse only vAlh Mllok® connectors. This dosIgn Is tamed only upon patamelers shown. and Is for an IndMcAwl Lxddlrtg component, not a truss syslorn. Before use, the trlldrtg designer must verify Ila applicability of deslgrt patarnelers and properly Incotpotate 0tk design Into Ira overall txBdlrtg design. Bracing ktdlcatod Is to prevent txreafr,g of WKRMual Russ web and/or chord members only. Addlfonal lempotary and permanent tracing M!Tek' Is always rocitlred for sfaGpBy aril to prevent collapse wllh possWle personal N*ffy aril properly ckanatge For generol gukknce regardng the fabrication, storago, detivery, erection and tracing of trusses cord miss systems, wANSI/rPI I Quality Criteria, OSS-69 and 6CSt Building: Component 6904 Parke East Blvd. Safety IMormalon avalable from truss Rate tralltute. 216 N. tee Street. SJIe 311 AlexandrIct VA 22314. Tampa, FL 33610 Job fuss fuss ype ly W P00(i4 T1267tt77 WP0084 C3 Comer Jack 4 1 Job Reference (optional) Budder! Fust5outca, tar pa, plant ulty, Flarlda 33566 d ow a Aug ro evr r eu r arc mvusmrea, mc. •vau vac vo ,o.i r: ra cv r i rug. i ID:8JVZMICe38_OmgpXOyOpG 1 ycRbP-ggb9J9uw26Tt4pEnMol2N5U5mXErazyRPlfMaMyBeKd r t 0 0 3.0.0 Scale a 1:13.1 3" 3" LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) Well Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) -0.00 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.11 Vert(TL) -0.01 4-5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 3 We n/a BCDL 10.0 Code FBC2014/rP12007 Matrix) Weight: 11 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3.0-0 oc puffins, except BOT CHORD 20 SP No 2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS. (lb/size) 5=178/0-3-8, 3=63/Mechanical, 4=28/Mechanical Max Harz 5=84(LC 12) Max Uplifl5=-87(LC 8), 3=-78(LC 12) Max Grav 5=178(LC 1), 3=63(LC 1), 4=51(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Wind ASCE 7-10, VUlt=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft, Cat. II; Exp C; Encl , GCpi=0.18; MW FRS (envelope) gable end zone and C-C Exterior(2) -1-0.0 to 2-0-0. Interior(1) 2.0.0 to 2-11-4 zone; cantilever left and right exposed end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent With any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 87 lb uplift at joint 5 and 78 lb uplift at joint 3. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cent $634 6904 Parke East Blvd. Tampa FL 33610 Dab: December 7,2017 A WARNING - Verily dodgm paranrdara and READ NOTES ON THIS AND INCLUDED MI/EK REFERANCE PAGE MO.7I73 rev. 169312015 BEFORE USE Design valid for use only wlm Mllek®conneclots. lhts des1011 Is based only upon parameters shown. and Is for art Individual txldetg component, not a buss system. Bof(ro use, the building deagnet roust verity the aprxkabllfy of doslgn parameters and popery tncogwrole Mis design Into the ove", buildinging design. Broc&V Indicated Is to hucMing of Individual fnrss web anU/a chord members only. Additional temporary and polma nont txocing MiTekprevent Is always tecµlted let stability and to provenl collapse with possible personal "atncf properly damage. For general guidance regarding the 6904 Parke East Blvd. latxlcallon. stofage. delivory, exaction and txacktg of trusses and Inrss systems soeANSI/IPI I Quality Criteria, DS8-69 and SCSI Building Component Tampa. FL 33610SafetyInlatmananavallat)le ken buss Plate Institute. 218 N. Lee Street. Suite 312. Alexandrkt VA 2.2314. Truss Truss Type Ply 1 T12671178JJobWPoOB4C5CornerJock10ty11wP0084JobReference (optional) Bul10ais FirstSource, Tampa, Plant City, Florida 33566 7 610 a Aug 16 2017 MiTek Iridustrles, Inc. wed Oft 06 16:51.10 2017 Page 1 ID:8JVZMICe38_On1gpXOyOpG 1 ycRbP-ggb9J9uwZ6TujpEnMol2N 5UOsxA7azyRPlfMaMySeKd 1-0-0 5-0-0 1-0-0 54-0 3z8 II LOADING(psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 TCDL 7.0 Lumber DOL 1.25 BC 0.35 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014fFP12007 Matrix) Scale . 1:18.6 DEFL. in (loc) I/dell Ud PLATES GRIP Ven(LL) 0.04 4-5 >999 240 MT20 244/190 Ven(TL) -0.07 4.5 >866 180 Horz(rL) -0.03 3 We We Weight: 18 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD SOT CHORD 20 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 5=247/0-3-8, 3=116/Mechanical, 4=54/Mechanical Max Horz 5=135(LC 12) Max Uplift5=- 1 13(LC 12), 3=-134(LC 12) Max Grav5=247(LC 1), 3=116(LC 1), 4=89(LC 3) FORCES. (lb) - Max Comp./Max Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2.5=-205/273 Structural wood sheathing directly applied or 5.0.0 oc punins, except end verticals. Rigid telling directly applied or 10-0.0 oc bracing. NOTES- 1) Wind: ASCE 7.10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft: Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) -1.0-0 to 2-0-0, Interior(1) 2.0-0 to 4.11.4 zone; cantilever left and right exposed end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2.0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 113 lb uplift at joint 5 and 134 lb uplift at joint 3. 6)'Semi-ngid pltchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. Joaquin Velez PE No.66182 MiTek USA, Inc. FL Cad 6034 6604 Parke East Blvd. Tampa FL 33610 Dab: December 7,2017 Q WARNING - Verlry deafen parameter and READ NOTES ON THIS AND INCLUDED AUTEK REFERANCE PAGE UN-7473 rev. 1 93R0IS BEFORE USE Design testa lot use only wm1 t.0lek0conneclors. nits design is based only upon parameters shown. aril is fa an Individual fading component. not a truss system. Before use. the building designer must verify the applicability of design p aiameters and pxopedy IncoMotote this design Into the overall building design. ®acing Indicated Is to prevent txicldbV of Individual truss web ad/or cloid members only. Additional lernpotay and pxrmanant biactrig MiTekisalwaysregttredforstabilityandtopreventcollapseWinpossl3lepersonasIr1pryandpoperydamage. Fa general ouldalce regarding the taLMcalkxt. storage. delivery, mociion and bracing of tmrssos and Imes systerm, seeANSI/IPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information c vallable torn bras Rate tisttlulo, 218 N. Lee Slteet. Suite 312, Alezancida. VA 22314. Tanga. FL 33610 Job russ Truss ype ry Tt267t179 WP0064 E7 Jack -Open 26 t IWPOO84JobReference(optional) dteaere rrrarsouree, t ernpo, rrom eny, rrorwa ueoo ..ry s nug . zv 1 • w .R •...:„ ....1— "— v., . •. .y. ID ' aJVZMICe38_OmqpXOyQpGlycRbP-ggb9J9uwZ6TuppEnMol2N5UwYX74azyRPIIMaMyBeKd 1. 0-0 7-0-0 I - 0-0 7-0.0 Scale . 1:22.5 7- 0.0LOADING ( psl) SPACING- 2-0.0 CSI. OEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Ven(LL) 0.11 4-5 745 240 MT20 244/190 TCDL 7.0 Lumber OOL 1.25 BC 0.54 Ven(TL) 0.28 4-5 288 180 SCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(rL) 0 08 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 24 lb FT = 20% LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 20 SP No.2 WEBS 2x4 SP No 3 REACTIONS. ( lb/size) 5=318/0-3-8, 3=170/Mechanical, 4=76/Mechanical Max Horz 5=178(LC 12) Max Uplifl5=-143(LC 12). 3=-178(LC 12) Max Grav5=318(LC 1), 3=170(LC 1). 4=129(LC 3) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-259/300 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7.10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=6.Opsf; h=251t; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (envelope) gable end zone and C-C Extenor(2) -1-0-0 to 2-0.0, Intenor(1) 2-0-0 to 6-11-4 zone; cantilever left and right exposed end vertical left and right exposed;C-C for members and forces S MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL= 1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 143 lb uplift at joint 5 and 178 lb uplift at Joint 3. 6) ' Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. Joaquin Velez PE No.66162 MiTak USA, Inc. FL Can 6634 6604 Pattie East Blvd. Tampa FL 33610 Date: December 7,2017 Q WARNING- Ved n hdeafgpentmoren and READ NOTES ON THIS AND INCLUDED MrfEK REFERANCE PAGE 1118•1179 row. 1009/2015 BEFORE USE Design vaikt tot use orgy wpm MlloM connectors. this clesigin is based orgy upon parameters shown. and Is for an Individual building component, not a truss system. Before use. Ina building designer i nusl verity, the applicability of design parameters aril properly Incorptotalo this design Into the over"' building design. @acing Indicated Is to buckling of trxJbvlduat truss web and/or chard memo is only Addition" lomloiany and permanent bating WOW preventIs always regaled for stability and to prevent Collapse with possible personal "and property dunnage. For general guidance regardfrtg the fabrication, storage, delNety, erection and bracing of hisses and Inrss systems, seeANSI/TPI I Quality Criterld, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from truss Plato InstlMe. 218 N. Lee Street. Sidle 312. Alexandria VA 72314 Tarnpa. Ft. 33610 Job ruse ruse ype ty T1267t160 WP00s4 E7A Jeck-OpeenSupponedGobi& 2 tI IWPOO94JobReference(optional) BUiders FrrstSaurCe. temp&, Plant Qly. Florida =66 7 640 & Aug 16 2017 ee tax Industries, Inc. Wed U&0 06 16.51 19 2011 rage 1 ID:BJVZMICe38 OmgpXOyOpGIycRbP-8s9XWVuYKPblLzp_wVpHvl1GDxaDJPladNOv7pyBeKc Ire, 7-0-0 1-0-0 7-" Scale . 1:21.9 3x6 II 2x4 11 2x4 11 20 II Plate Offsets (Y Y)-- 12:0-4-4,0-0-31 LOADING (psi) SPACING- 2.0.0 CST. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.23 Ven(LL) -0.00 1 rVr 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.10 Vert(TL) 0.00 1 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.10 Horz(rL) 0.00 7 n/a n/a BCDL 10.0 Code FBC2014/rP12007 Matrix) Weight: 36 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 20 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 SLIDER Left 2x4 SP No.3 1-7-4 REACTIONS. All bearings 7-0-0. lb) - Max Horz 2=213(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 7, 2, 8 except 9=-173(LC 12) Max Grav All reactions 250 lb or less at joint(s) 7, 2, 8, 9 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-354/182, 3-10=-348/182, 4.10=-346/191 WEBS 5-8=-101/267, 4-9=-172/322 Structural wood sheathing directly applied or 6.0.0 oc purlins, except end verticals Rigid telling directly applied or 10.0.0 oc bracing. NOTES- 1) Wind: ASCE 7-10; VUIt=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpl=0.18; MW FRS (envelope) automatic zone and C-C Comer(3) -1.0-0 to 2.0.0, Extedor(2) 2.0.0 to 6.10-4 zone, cantilever left and right exposed end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Gable requires continuous bottom chord bearing. 4) Gable studs spaced at 2-0-0 oc. 5) This truss has been designed for a 10 0 psi bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 Wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7, 2, 8 except Ql=lb) 9=173. 8) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. Joaquin Velez PE No.68182 MiTak USA, Inc. FL Cart 68U 904 Parke East Blvd. Tampa FL 33610 Dab: December 7,2017 WARNING . Vad* design pannieten and READ NOTES ON THIS AND INCLUDED NITEK REFERANCE PAGE Na-7473 rev. 1041112MIS BEFORE USE Design valid tot use only with Mllek®conneclors. It1h design Is based only upon paranolefs shown. and Is for an Individual tmldirlg component. not a Truss system. Before, use, the Ixlldrlg designee must verity the c"Al :ablilly of design pars melets and Ixopeny lncorporalo this design Into the overdt b ld9ng design. Bracing indicated Is to Ixevenf buckBng of Individual tam wet) and/or chord members only. Addllbrwl temporary and permanent Ixoclrlg Welk' is dwcrys reel trod roe skdA"y and to prevent coticpse with possible personal INtay and property dai nave. For general guidance negceraing the rabrlcatkxL storage, delivery, election cnd txcicing of tMsos tend lnm systems, seeANSI/IPI I Quality Criteria, OSB-89 and BCSI Building Component 6904 Parke East Blvd Safety Information ovcicesle frown bias Wale Institute. 218 N. Lee Street. Stile 312. Alexandria. VA 22314. Toerpa. FL 33610 Job se muss ype ry T t 267 t 161 W P0064 I.: obgonel Hip Girder 2 1 IWPOOS4JobReference(optional) tsurrfrere i-imbource. 1 ampa, want udy. Flonaa 33b66 1.64e S Aug 16 2011 WC t ex tflauSlaee, tilt. W ea U!C e6 16 51 19 2011 Page 1 ID:d1VZMICe30_OmgpXOyOpGlycRbP•8s9XWVuYKPblLzp_wVpHv11C?xVNJNzadNOv7pyeeKc 1.5-0 5.11.9 9.10.13 1.5.0 5.11.9 3.11.3 Scale .1:22.3 la a US 11 20 It 30 = 5 5.11.9 3.11.3 LOADING (psi) SPACING- 2-0-0 CS]. DEFL. In loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Ven(LL) 0.04 6-7 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.41 Vert(fL) 0.09 6-7 999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.21 Horz(TL) 0.04 4 rVa n/a BCDL 10.0 Code FBC2014/rP12007 Matrix) Weight: 42 lb FT = 2M° LUMBER- BRACING - TOP CHORD 20 SP N0.2 TOP CHORD BOT CHORD 20 SP N0.2 WEBS 20 SP No.2 BOT CHORD REACTIONS. (lb/size) 8=39310.4.15, 4=201/Mechanical, 5=387/Mechanical Max Harz 8=238(LC 4) Max Uplift8=-229(LC 4), 4=-191(LC 4), 5=-176(LC 8) Max Grav8=393(LC 1), 4=238(LC 18), 5=387(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.8=-351/234, 2.3=-598/201 BOT CHORD 7-8=-376/545, 6-7=-376/545 WEBS 3-7=0/264, 3-6=-637/439 Structural wood sheathing directly applied or 6.0.0 oc purlins, except end verticals. Rigid ceiling directly applied or 9.6.8 oc bracing. NOTES- 1) Wind: ASCE 7.10; VUlt=140mph (3-second gust) Vasd=108mph, TCDL=4.2pst; BCDL=6.Opsh h=2511; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load-nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint($) except 611=1b) 8=229, 4=191, 5=176. 6) "SenTl-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced). Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-2=-54 Trapezoidal Loads (plf) Vert: 2=-2(F=26, B=26)-to-4_ 134(F=-40, B=-40), 8=0(F=10, B=10)-to-5=-49(F=-15, B=-15) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Dab: December 7,2017 WARNING - Varfy design parameters end REAO NOTES ON THIS AND INCLUOEO M17EX REFERANCE PAGE M6.7473 rev. 16A1001S BEFORE USE Design valid for use only vAlh MllekO connectots. This design Is based only upon parameters shown. and Is for an IndlNdlal building component, not a truss system. Wrote use. the txdding deslgnlet must verify the arOlcabilly of desl0n pmarnefers and rxopedy Incorpotute this dtosign Into Ito over,, binding design. I4actng Indicated Is to rxovent bucWlrvj of Individual truss web arid/of chord members only. Additional lem"ory and rosrnarlont bracing MiTek" Is always reyt/red for sk"Ify and to prevent collapse with possible personal Irlpry and prorxdy darnago. for general guidance regarding the latAcanorx storage, d eltvery, erecllon and Lxacing of trusses and truss systems. seeANSI/IPI I Quality Criteria, OSS-69 and BCSI Building Component 6904 Parke East Blvd. Surety Inlomtatton avallabte from truss Plate Institute. 218 N. Lee Street. Sulto 312. Alexandria. VA 22314. Tampa. FL 33610 Job I fuss truss type 110ty ply WP0064 T12671182 WP0084 Tot Hall Hip Gader 2 I I Job Reference (optional) 6uiroers 1-Itsibource. I ampa, rani taty, mofiaa 33a6a r oW a Aug 10 zul r m i ex rnausuies, mc. wea we ve re a1 N ear r r6ge r ID:8JVZMICe38_OmgpXOyOpG 1 ycRbP-c21vjrvASilcz7OAUDKW SWZKfLO02.Jk. t 831Fy8eKb r140 7-0-07-0-0 12.1.1 1746 21.11.10 26.10.15 32-" 1-0 o 70 5-1.1 4.11.5 4.1 I.5 4.11.5 S-1.1 5.o0 12 6xIV 6x12 MT20HS = 2x4 11 3x8 = Scale . 1:57.0 2x4 II Sx6 = Sx12 = 3x4 II 6 7 a 9 3x6 II Sx6 = 6x12 MT20HS = Sx12 = 2x4 II 6x8 = 2x4 II 700 12.1-I I7.0.6 2!- 1-10 26.10.15 32-" 7e•n 5-1.1 d-11.5 d-11.5 A-11.5 S-I-I Plate Offsets (X.Y)-- 12:Edge.0-4-111.13:0-4-4.0-3-81.110:Edoe.0.4.81 LOADING (psf) SPACING- 2-0.0 CS1. DEFL. In (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Ven(LL) 0.48 13-15 799 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.62 Vert(TL) 0 66 13-15 575 180 MT20HS 1871143 BCLL 0.0 ' Rep Stress Incr • NO WB 0.97 Horz(rL) 0.14 10 rVa n/a BCOL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 214 lb Fr = 20% LUMBER- BRACING - TOP CHORD 2x6 SP N0.2 'Except' TOP CHORD 1.3. 2x4 SP M 31 BOT CHORD 2x6 SP M 26 BOT CHORD WEBS 20 SP N0.3 WEBS WEDGE Left: 2x6 SP NO-2 REACTIONS. (lb/size) 10=2593/0.3.8, 2=2452/0-3-8 Max Horz 2=211(LC 7) Max Uplift 10=•1602(LC 5), 2=-1429(LC 4) Max Grav 10=2784(LC 18), 2=2601(LC 18) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5681/3020, 3.4=-6797/3831, 4-5=-6795/3828, 5.6=-6033/3456, 6-7=-6033/3456, 7-8=-6033/3456, 9-10=-281/268 BOT CHORD 2-16=-2817/4960, 15.16=-2828/5003, 14-15=-4061/7012, 13.14_-4061/7012, 12-13=-4061/7012, 11-12=-2177/3716, 10.11=-2177/3716 WEBS 3-16=-266/959, 3-15=-1232/2067. 4-15=-717/683, 5-15=-435/257, 5-13=0/327, 5-12=-1269/710, 7-12=-593/589, 8-12=-1537/2706, 8-11=0/337, 8-10=-438512518 Structural wood sheathing directly applied or 2-6-7 oc puffins, except end verticals. Rigid ceiling directly applied or 4-11-8 oc bracing. 1 Row at midpt 8-10 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7- 10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psh BCDL=6.Opsh h=2511; Cat. II; Exp C; Encl , GCpi=0.18; MW FRS (envelope) automatic zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 (all by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection ( by others) of truss to bearing plate capable of withstanding 100 lb uplift at jolnt(s) except Qtdb) 10=1602, 2=1429. 8) Girder carries hip end with 0-0-0 right side setback, 7-0-0 left side setback, and 7-0.0 end setback. 9)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 752 lb down and 325 lb up at 7-0-0 on bottom chord The desigrVselection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Joaquin Velez PE No. 68182 MiTek USA, Inc. FL Cart 8834 6904 Parke East Blvd. Tampa FL 33610 Date: December 7,2017 WARNING . Veft dedpn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO-7473 rev. I& Marti BEFORE USE Design vdld for use only with Mllok®connoclois. This deskin Is based only upon panamoters shown. and k for on kndivltIlial "ding component not o truss system, before use. the txlldrlg designer must verity the aplxlcablilty of doslgn patatneters and properly Incorporate this design Into lla overall txadntg design. Bracing Indicated Is to prevent IxscklI ng or Individual truss wob and/or chord members only. Additional lempaary and permanent bracing MiTek Is always required for skmally and to prevent collapse with possible persona! Injury and properly carnage. For generd guidance regarding the fabri :allm storage, delivery, erocllon and txocUtg of Inmes and in= systems seeANSI/tPl I Quality CMerlo. DS8•e9 and SCSI Building Component 6904 Parke East Blvd. Safety Information ava0able from truss Plole Institute. 216 N. Lee Shoot. Salto 312. Alexandria. VA 22314. Tampa. FL 33610 Job I russ Truss Type ty Ply Tt2671182 W P0094 TO1 Hall Hip Girder 2 t JwPooe4JobReference (optional) Builders FastSource. Tampa, Plant city. Florida 33566 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-54, 3-9=-118(F=-64), 2-16=-20, 10.16=-44(F_ 24) Concentrated Loads (lb) Vert: 16= 475(F) r eau S AUg to ZVI r rvs r ex rnaYitnee, inc wea Vec va tea t:Zu 2u I rageG 10:8JVZMICe38_OmgpXOyOpGIycRbP c2iv1rvA511cz7OAUDKWSWZK(LoO2eJkst8SIFy8eKb 0 WARNING - Vedly dee/gn Peremetere end READ NOTES ON THIS AND INCLUDED MMEK REFERANCE PAGE 11,67479 rev. 1603MIS BEFORE USE. Oeslgrn valid for use only Win Mllek®connoclors. link design It bawd only upon pxtramelers shown. and Is rid an Individual txdding component. not a Iruss system. Before use. the Wldktg designer must vedty Ile oppllcoblity of design parometets and properly tncogoiato this design Into the overall txlding design, lAacing Indicated is to twckftng of Individual truss web and/or chord members only. Additional ternMary and rxrmanent bocing MiTek' rxovonl 5 always teclWed for stability and to prevent collapse with possUe personal it*" and property damage. For general guidance regarding the 6904 Parke East Blvdtatxlcatbn, stotage, delivery. erection and tracing or trusses and tnts systems. seeANSI/FP1I Gua9M Criteria, OS"9 and SCSI Building Component Tampa. FL 33610SafetyIntonnallonawAC"e Rom bias Plate Institute, 218 N. toe Street. Suite 312. Alexandria. VA 22314. Job Truss ruse Type ry T,26me3 W POO84 Tot Hip 2 JWP0084JobReference(optional) tsuaaera FaalSOufCe, temp=. Plant Gay. 1`10048 33566 7 640 a Aug 16 2017 tNTek Industries, Inc. Wed Use 06 16:51.21 2017 Page 1 10:8JVZMICe38_OmgpXOyOpG 1 ycRbP-4FGHxBwos 1 rTaHzM twrl-j6xol4bn9pt5htOBhyBeKa 0 Q 6.1.11 9.0.0 16-0-0 23.0-0 25 10.1 31.11.8 1-0-0 6.1.11 2.10.4 7-0-0 7-" 2.10.1 6.1.7 31 4x6 = 3x8 = 06 = 5.00 12 Scale . 1:56.8 sx8 II 1. 5x8 II 3x8 = 5x6 = 3x8 = LOADING (psi) SPACING- 2.0.0 CS1. DEFL. In loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) 0.21 12 >999 240 MT20 2441190 TCOL 7.0 Lumber DOL 1.25 BC 0.88 Vert(TL) -0.40 2-13 >951 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.76 Horz(rL) 0.13 10 rVa n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 161 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-12 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-9-13 oc bracing. WEBS 20 SP No.3 SLIDER Left 2x4 SP No.3 3-3-10, Right 20 SP No.3 3-3-10 REACTIONS. (lb/size) 10=1182/0-3.0, 2=1237/0.3.8 Max Horz2=-111(LC 17) Max Upllftl0=-528(LC 13), 2=-573(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.14=-2197/1076, 3.14_-2118/1085. 3-15=-2119/1084, 4-15=-2068/1094, 4-5=-2018/1027, 5-16=-1870/995, 6-16=-1870/996, 6.17=-1868/989, 7-17=-1868/989, 7.8=-2015/1021, 8-18=-2063/1086, 9-18=-2114/1076, 9-10=-2192/1077 BOTCHORD 2-13=-894/1909, 12.13=-1007/2315, 11.12=-1007/2315, 10-11=-882/1904 WEBS 5-13=-168/490, 6.13=-620/364, 6.11=-624/363, 7.11=-166/488 NOTES- 1) Unbalanced root live loads have been considered for this design 2) Wind: ASCE 7-10: Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCOL=6.0psf; h=25ft; Cat. 11; Exp C; Encl.. GCpf=0.18; MWFRS (envelope) automatic zone and C-C Exterlor(2) -1-0-0 to 2-2-6, Interior(1) 2-2-6 to 9-0-0, Extedor(2) 9-0.0 to 27.6.4, Interior(1) 27.6-4 to 31.11.8 zone; cantilever left and right exposed: end vertical left and fight exposed;C-C for members and forces & MIN FRS for reactions shown; Lumber OOL=1 60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3.6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of Withstanding 100lb uplift at joint(s) except 01=1b) 10=528. 2=573. 7) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. Joaquin Velez PE No.68182 MiTak USA, Inc. FL Cart 6634 6804 Parke East Blvd. Tampa FL 33610 Date: December 7,2017 7& WARNING - Verffy design pararnatsro and READ NOTES ON THIS ANDWCLUDED MffEK REFERANCE PAGE M67473 rov. I&IM"1S BEFORE USE Design valid for use orgy with Mllek®conneclofs. Ihh design Is based only upon parameters shown, and Is for an Individual budding component. not a truss system. Before uso. Iho building doslgner must verity the applicability of design paametors and property Incotprrato this design Into the overall building design. Bracing Indicated is to prevent b,cwkng of individual truss web and/ot chord rnomben only. Additional lemtxray, end pmrncmnt tracing M iTek' Is always rogUrod for stability and to prevent collapse with possible personal i ry and properly damage. For genetcd guidance tegard ing the fabrication slonage. delivery, otection and bracing of misses and truss systems. soeANSI/TPI I Quality Criteria, OSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Irdafm ten avoldble Rom truss Plate Institute. 218 N. Lee Street. Sudle 312. Alexandria VA 22314. Tampa. FL 33610 Job I ruse Truss TWO aty Ply T12671tE4 WIDOWT03 Hip 2I I 1 jwP00" Job Reference Donal nueatits ritttaouuca, u antpa, rtani %xv, rarraa ;ArJ' as r.bw a Aug la zul r rw r aK imusrrtee. Inc. wec; me ut, iwz :Fz' i r rage t ID:8JVZMICe38_OmgpXOyQpGlycRbP.YRgf8WxRdK KCRYZbdN_Xxfg59OkWiIIJLdZ18yBeKZ r1-0.0 6.11.2 11-0-0 16.0.0 21-0-0 25-0.10 31.11.E 1-0-0 6-11.2 4.0.14 5-00 5-0-0 4-0.10 6.10.14 Scale . 1:56A 4x6 = 3x4 = 4x6 — 5 256 26 7 axe II 20 II 3x8 = 4x6 3x8 = 20 II 3x8 II 6.11.2 11-0-0 21-0.0 25.010 31-11-0 ttatm d-nad tn.n.r d-o-te a -toad Plate Offsets (X,Y)-- 12:0.5-4,Eduel. 110:0-5-8,Edpe1 LOADING (psf) SPACING- 2-0.0 CS1. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) -0.25 12-14 >999 240 MT20 244/190 TCDL 7.0 Lumber OOL 1.25 BC 0.88 Vert(TL) -0.71 12-14 >544 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.30 Horz(TL) 0.13 10 . n/a n/a BCDL 10.0 Code FBC2014/rP12007 Matrix-M) Weight: 165 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2.11.10 oc puffins. SOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6.1.13 oc bracing. WEBS 2x4 SP No.3 SLIDER Left 2x4 SP No 3 2.6.0. Right 2x4 SP No.3 2.6.0 REACTIONS. (lb/size) 10=1182J0-3-0, 2=1237/0-3-8 Max Horz2=142(LC 12) Max UpIItt10_ 525(LC 13), 2=-570(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-547/12, 3.24=-2133/1044, 4.24=-2032/1046, 4-5=-1902/974, 5-25=-1731/950, 6-25=-1731/950. 6-26=-1730/943, 7-26=-1730/943, 7.8=-1900/966, 8-27=-2026/1036. 27-28=-2064/1035, 9.28=-2127/1020, 9-10=-505/4 BOT CHORD 2.15= 881/1912, 14-15=-881/1912, 14-29=-820/1874, 13.29=-820/1874, 13-30=-820/1874, 12-30=-820/1874, 11-12— 861/1906, 10-11=-861/1906 WEBS 4-14=-269/295, 5-14=-171/483, 6.14>314/270, 6-12= 315/270, 7-12= 182/482, 8-12=-265/294 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C, Encl., GCpl=0.18; MWFRS (envelope) automatic zone and C-C Extenor(2) -1-0-0 to 2-2-6, Interior(1) 2-2.6 to 11.0.0. Exterior(2) 11-0-0 to 25-6-4, Interior(1) 25.6-4 to 31.11-8 zone, cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber OOL=1.60 plate grip OOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (It=1b) 10=525, 2=570. 7) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. Joaquin Velez PE No.68182 MiTak USA, Inc. FL Cad $634 6804 Parke East Blvd. Tampa FL 33610 Date: December 7,2017 WARNING • Verily da0go parareelere and READ NOTES ON THIS AND INCLUDED Mn'EK REFERANCE PAGE MIF7473 rev. 11116MIS BEFORE USE Design valid lot use only v Ath Mllek® connectors. Ihh design Is based only upon parameters shown, and Is for an Individual building component. not a Ittm system. Before use. the budding desionet roust verify the appllcaMlly of design pwarnelers and property Incogwrale this design Into the overall txAdhg design. Bracing thdiealod Is to prevent Welding of Individual truss wob and/or chord members only. Additional temporary and permanent txacfrtg MiTek' is always tegtuod lot sktbaey and to prevent collapse wnh possmle personal Injury and property darnage. For general guld nce teg rdht0 the labrlcatlort, storage, delivery. erection and bracing or trusses and tFUS4 systems, seeANSI/iPI I Quaafy criteria. OSS-89 and SCSI Building Component 6904 Parke East Blvd Safety Information avallalxe from truss Wale InstiMe. 218 N. Lee Street. Suite 312. Alexandric. VA 22314. Tanga. FL 33610 Job I puss puss10tyypeIWPO084 T12671185 WP0081 T01 Hrp 2 I I Job Reference (optional) Builders Fus!Soumo, Tampa. Pant city. Florida 33566 7 540 a Aug 15 2017 4U I sit Industries, Inc. woo use u6 15 51:23 Yul 7 rage 1 ID:BJVZMICe38_OmgpXOyOpG 1 ycRbP-OdO2Msx30e6Bgb719LuD48BtnYonF9tAY?M7GayBeKY r1-0.0 8-0.2 13.0-0 to-" 23-11.10 31-11.8 1-0-0 6-0.2 4.11.13 6-0.0 4.11.10 7.11.14 Sx8 = 4x6 = Scale . 1:56.8 3x8 11 .° 1. iv 3x8 11 2x4 11 3x8 = 20 II 8-0.2 13 0-0 19 0 0 23.11.10 31-11.8 9-0.2 4.11.13 64.1140 7.11.14 Plate Oftsels (X.Y)-- f2:0-5-4,Edael.15:0-5-12,0-2-81,19:0-5-8,Edgel LOADING( psf) SPACING- 2.0-0 CS1. OEFL. in (Ioc) Weft Ud PLATES GRIP TCLL 20.0 Plate Gnp DOL 1.25 TC 0.52 Ven(LL) 0.12 11.13 >999 240 MT20 244/190 TCOL 7.0 Lumber DOL 1.25 BC 0.77 Ven(rL) -0.29 2-14 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.35 Horz(rL) 0.12 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 170 lb FT = 204b LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No 2 WEBS 20 SP No.3 SLIDER Left 2x4 SP No.3 4-3.13, Right 20 SP No.3 4.3.12 REACTIONS. ( lb/size) 9=1182/0-3-0, 2=1237/0-3-8 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-9-14 oc puffins. BOT CHORD Rigid ceiling directly applied or 6-1-9 oc bracing Max Horz 2=- 1 54(LC 17) Max Uplift9=-521(LC 13), 2=-566(LC 12) FORCES. ( lb) - Max. Comp /Max Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2.15=-2186/1000, 3.15=-2150/1002, 3-4=-2072/1021, 4-16=-1748/911. 5-16=-1738/927, 5- 17- 1573/906, 17-18=-1573/906, 18-19=-1573/906, 6.19=-1573/906, 6-20- 1738/919, 7- 20=-1748/903, 7-8=-2067/1013, 8-21=-2119/996, 9.21_ 2181/994 BOT CHORD 2-14=-850/1913, 13.14=-850/1913. 12-13= 603/1573, 11-12=-603/1573, 10-11=-807/1908, 9- 10=-807/1908 WEBS 4.14-0/262, 4-13=-456/367, 5-13= 151/393. 6-11- 112/391, 7-11=-452/368, 7-10=0/260 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: VU11=140Mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf: h=25ft; Cat. If: Exp C: Encl., GCPI=0.18; MWFRS ( envelope) automatic zone and C-C Extedor(2) -1.0.0 to 2.2-6, Intedor(1) 2-2-610 13-0-0, Extedor(2) 13.0.0 to 23.6.4, Interior( 1) 23.6.4 to 31-11.8 zone, cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 3x4 MT20 unless otherwise Indicated 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (1=1b) 9=521. 2= 566. 8)' Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Can 6634 6804 Parke East Blvd. Tampa FL 33610 Date: December 7,2017 WARNING - Verify design pusrtlotere and READ NOTES ON rm AND INCLVOED Mf7EK REFERANCE PAGE M/F7473 rev. 1603WIS BEFORE USE Design vdid for use orgy vAlh MllekO conneclots. Isis design Is bused only upon parameters shown. and Is for an Inclivldtxx bAdfrng component. not a truss syslorn. Before use. the twlldkng designer trlust verify the arolcabatty, of design p otarnefers arid ptopetly Incorporate Ihts clestgn Into the over, b uldI ng cleslgn. BiockV tndlcoled Is to prevent budding of In dWud frus web and/or chord members only. AcMllonal lomrerary and "inarent txockng MiTek Is always required lot stabalty and to prevent collapse wlfh possmto personal"end property damage. for general gulcknee reWc9ng to latx1catton, storage. cAMlvery. erection aril bracing of tnrsses cW (nisi systems, seeANSI/rPl l Quality Criteria, OSB-e9 and IICSI Building Component 6904 Parke East Blvd Safety Irdormation avtllable from bias Plate InstiMo, 218 N. Lee Street. Stile 31Z Alexandria. VA 22314. Tampa. FL 33610 Job cuss TFUSS Type ry Ply T12671186 WPo084 T05 HIP? I t IWPO084JobReference (optional) Budder$ FinuSourca, Tampa. Plant city. Flonda 33566 need a Aug 16 Ze1 r tw leK rnausees, me wed use ue io ouzo Nr r rage r ID:8JVZMICe38 OmgpXOyOpGIycRbP-VgyOZCyh9yEIRkixj2PScMkzry8r eUJnf6goOyBeKX r14-0 7.7.3 I 15-0.0 { 17-0-0 24.4.13 i 3240 1.0-0 7.7.3 7d-13 2.0.0 7.4.13 7.7.3 5.00 Fl2 06 = 4x6 = 6 19 7 Scale .1:57.2 5x8 II io w w 1. 5x8 2x4 11 2x4 II 7-7.3 15 0 0 17-0-0 24.4.13 32.0.0 7.71 7.d-13 9.n-0 7.4.13 7.7.3 Plate Offsets (X.Y)-- 8:0-0-0.0-0.01 LOADING( psf) SPACING- 2.0-0 CSI. DEFL. In (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Ven(LL) 0 24 15.16 999 240 MT20 244/190 TCOL 7.0 Lumber DOL 1.25 BC 0.71 Ven(TL) 0.44 15-16 878 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.25 Horz(rL) 0.12 11 rVa n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 166 lb FT = 20% LUMBER - TOP CHORD 2x4 SP N0.2 SOT CHORD 2x4 SP No.2 WEBS 20 SP N0.3 SLIDER Left 2x4 SP No.3 4-1.2, Right 20 SP N0.3 4-1-2 REACTIONS. ( lb/size) 2=1239/0.3.8, 11=1183/0.3.8 Max Horz2=-176(LC 13) Max Upldl2=-562(LC 12). 11=-518(LC 13) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid telling directly applied or 5.11.10 oc bracing. WEBS I Row at midpt 4.15. 9-13 FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.17=-2230/962, 3-17=-2155/962, 3-4=-2157/982, 4.5=-1626/802, 5-18=-1567/804, 6- 18=-1547/819, 6- 1 9=-1 435/823. 7-19=-1435/823, 7.20=-1547/827. 8-20=-1567/813, 8- 9=-1627/806. 9-10=-2097/980, 10.21 _ 2159/962, 11-21=-2234/959 BOT CHORD 2-16=-904/1960, 15.16=-904/1960, 14.15=-472/1435, 13.14_ 472/1435, 12-13=-787/1966, 11. 12=-787/1966 WEBS 4-16=0/304, 4-15=-660/507, 6.15=-130/365, 7-13=-138/366. 9.13=-666/512, 9.12=0/304 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph: TCDL=4.2psf; BCOL=6.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpl=0.18; MW FRS (envelope) automatic zone and C-C Exterior(2) -1.0.0 to 2.2.6, Intedor(1) 2-2.8 to 15.0-0. Exlerlor(2) 15.0.0 to 17-0.0, Interior( 1) 21-6-5 to 32.0.0 zone; cantilever left and right exposed ; end vertical tell and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 3x4 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will tit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=562, 11= 518. 8)' Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. Joaquin Velez PE No.66162 MiTsk USA, Inc. FL Cart B634 6004 Parke East Blvd. Tampa FL 33610 Date: December 7,2017 Q WARNING - Verily doeryn paremotare and READ NOTES ON THIS AND INCLUDED AUTEK REFERANCE PAGE 41111-7473 rev. 1803"15 BEFORE USE Design valW lot use ordy wlm Mllek®conneclors this design B bcned orgy tglon paiamelets shown. and is for an hcllvldrwl Ixilding component. not a truss system. Below we. ale t3lid9nd dloslgne must vodty the appllcolAlry of design paranotots and lxopeily Incotporato this design Into he overall txBdktg design. Bractrng kdicaled is ho prevent bmkiing o1 IrdNklual Irtrs web aria/ot chord members only. Adtlinorwl lemporaryc n d pomtanenl dating is always required tot skit08y and to prevent collapse Win possRHe personal "and property damage. For general guidance regad 1W the Mffek' lalxk:allm storage. dellvory. election and b(oci ng of misses and miss systems, soeANSI/IPI I Quality Cdterb, OSS-89 and BCSI Building Component 6904 Parke East Blvd. Safety Intormalion ovallatAe Born burs Plate Institute. 218 N. Lee Street. Suite 312. Alexdaxlda. VA 22314. Tampa. FL 33610 Job Truss I russ Type oty ply WP0084 T12671187 WP0064 T06 Common 3 1 Job Relererce o ttonal) OW10818Flfsibotoca. lamps, clam (illy. I-ionaa w3bbb / WV e Mfg IO CV I / M„ Oa 11gVS =, .M. W ea VeL VD la:i,'p [V 1 / raps , 10: 8JVZMICe38_OmgpXOyOpG1ycRbP-zOWonYzJwFMu 3uG70mwh92H6HMTN14JTOJrDKSyBeKW rt- PO 8.1-12 16.0.0 23-10.4 32-0-0 1T3-0-0 1-0o 8-1-12 7.10.4 7.10.4 8.1.12 4x6 = 5. 00 12 Stale . 1:559 5X8 11 14 13 12 5X8 11 2x4 II 5X8 = 20 II 8- 1.12 16.0.0 23.10.4 32-" n- 1.19 7-IaA 7-10.4 a-1-12 Plate Offsets (),Y)-- f7:0-0-0,0-0.01.f13:0-4-0,0-3-01 LOADING ( psi) SPACING- 2-0-0 CS1. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Ven(LL) 0.14 13 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Vert(TL) -0.35 12-13 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.28 HOrz(TL) 0.12 10 rVa rVa BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 162 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 SLIDER Left 2x4 SP No.3 4.4-11. Right 2x4 SP No.3 4.4.11 REACTIONS. ( Ib/size) 2=1238/0.3-8, 10=1238/0-3-8 Max Horz 2=-185(LC 17) Max Uplif12- 560(LC 12). 10=-560(LC 13) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 6-1.3 oc bracing. WEBS 1 Row at midpt , 8.13, 4.13 FORCES. ( lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-15= 2209/896, 3-15=-2173/899, 3-4=-2062/919, 4.5=-1564814. 5.16- 1481!l24, 6- 16=-1468/736, 6.17=-1468/736, 7.17_ 1481/724, 7-8=-1560714, 8-9=-2062/919, 9- 18=-2173/899, 10.16=-2209/897 BOT CHORD 2-14=-888/1940, 13-14=-888/1940, 12-13=-704/1940, 10-12=-704/1940 WEBS 6-13- 213/725, 8-13- 685/523, 8-12=0/313, 4-13=-685/522, 4-14=0/313 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind, ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsi; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18: MWFRS ( envelope) automatic zone and C-C Exterior(2) -1-0-0 to 2.2.6, Interior(1) 2-2-6 to 16-0-0, Exterior(2) 16.0-0 to 19-2-6 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are 3x4 MT20 unless otherwise indicated. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except QI=lb) 2=560. 10= 560. 7) ' Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. Joaquin Velez PE No.68182 MiTsk USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Dab: December 7,2017 A& WARNING - Verily design Parameters and READ NOTES ON THIS AND INCLUDED AB7EK REFERANCE PAGE M11-7473 rev. IM MO16 BEFORE USE Design valid par use only Win Mliek0 connoclors. this doslgn Is based only upon parameters shown. and Is for an YxlMdral building component not a truss system. Bofote use. the building designer must vedry, the cppllicalltlty of design loramelen and property Incorporate 0% design Into the overall building design Bracing Indlcoted is to pievenl buckling of IrKIvlducl Inns web and/or chord members only. Additional lempoiary and pormanenl bracing MiTek' Is always reu"ed for stability arKl to prevent collapse wlltn possible personal Infury and properly damage. for general guidance regarding Ore':: fabrication, storage, dollvery, election and bracing of trusses and trim systems. seoANSI/tPl1 Quality Criteria, DS8-89 and SCSI Building Component 6904 Parke East Blvd Safety Information available Dom truss Plate I nstlMe. 216 N. bee Street. Sidle 312. Alexandria. VA 22314 Tampa. FL 33610 Job Truss Truss Type Qty Ply T12671 188 W P0084 T07 Wnopdch Supported Gable 1 I 1 IWPOO84JobReference (optional) Builders FasrSource, Tampa, Plant city, Florida 335" 7.64o s Aug 16 2017 Mt 16K maustnes, inc. was Dort 06 io 51 ze 2017 rage t I D:8JVZMICe38_OmgpXOyOpG 1ycRbP-zOWonYzJwFMu3uG7Gmwh9ZHJXMc6j8jTOJrDKSySeKW 1 0 0 S-0-0 1-0 0 &0-0 3x8 11 20 11 2K4 11 LOADING (psi) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCOL 7.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2014lrP12007 CSI. DEFL. In (loc) Well Ud TC 0.18 Vert(LL) 0.00 1 n/r 120 BC 0.13 Vert(TL) 0.00 1 Nr 120 WB 0.06 Horz(rL) 0.01 5 n/a n/a Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP N0.2 WEBS 2x4 SP No.2 BOT CHORD OTHERS 2x4 SP No.2 REACTIONS. All bearings 5-0-0. Ib) - Max Horz9=98(LC 8) Max Uplift All uplift 100 lb or less at loint(s) 5, 6, 7 except 9_ 106(LC 8), 8=-155(LC 12) Max Grav All reactions 250 lb or less at joint(s) 9, 5, 6, 8, 7 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-9=-140/336 WEBS 3.8- 150/355 Scale - 1 14.4 PLATES GRIP MT20 244/190 Weight: 21 lb FT = 20% Structural wood sheathing directly applied or 5.0.0 oc puffins, except end venlcals. Rigid ceiling directly applied or 10.0.0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=6.0psf; h=25ft Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (envelope) automatic zone and C-C Comer(3) -1-0.0 to 2-0-0, Extedor(2) 2-0-0 to 5.0.0 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIfTPI 1. 3) Gable requires continuous bottom chord bearing. 4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 5) Gable studs spaced at 2.0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3.6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) 5, 6, 7 except Qt=lb) 9=106, 8=155. 9) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. Joaquin Velez PE No.68182 MiTak USA, Inc. FL Cart $634 6204 Parke East Blvd. Tampa FL 33610 Date: December 7,2017 WARNING - Veriy design parrmetors and READ NOTES ON THIS AND INCLUDED MnTK REFERANCE PAGE MD-7473 rev. 1002MIS BEFORE USE. Design vdkl lot use only wAth Mllek®connectots. this design Is based only upon patameters shown. anti is tot an IrxlMdral txAdbV component. not a truss syslern Below uso. Iho rAAdInQ deslgrwt must verify the appllcoblilly of design patatneters aril ptglerly elcoQxrcdo this design Into the ovetdl txmdng design. Wocing Indicated Is to prevent buckling of InclWuat truss web and/or chord memlwts only. Addllloral temporary and perrndnenl txac(ng M!Te k' Is dways teeµdred br sta Ulty arldt to prevent eoltosxe vAlh possible porsorld"rind properly dconago. Fot generd gukknee tega ding the 6904 Parke East Blvdtalrtcallomslodage, delivery, erection rnd txocing of tnrsses and IRM systems seeANSI/1PI I Quality Criteria, DSB-69 and SCSI Building Component Tampa. FL 33610SafelyInformationovatoblefromIrussPlatoInstlMe. 218 N. Lee Street, Suite 312. Alexandrki. VA 22314. Job russ Truss Type Qty ply WP0094 T12671159 WP0084 TOS Monopneh S I I Job Reference (optional) tlusaers rxstsource. l ampa, mans crry, aortae :rcr9o9 I.T. MY8 r9 <V r I M r.R r WYSrr04, mc. ve9 v9c w w:a .< y9 . ID:8JVZMICe38_Omgpx Vy ; 1ycRbP-RC4A_u_xhZUlh2rKgTRwhnpTMmylSZOcEzbntvyBeKV t-0-0 5-0-0 1-0 0 5-0-0 3x4 = 5-0-0 5.0-0 Scale . 1:14.4 Plate Offsets (X Y)-- 15:0.4-4.0-1-81 LOADING (psi) SPACING- 2-0.0 CS1. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) 0.01 4-5 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 SC 0.14 Ven(TL) 0.02 4-5 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.16 Horz(TL) 0.00 7 n/a n/a BCOL 10.0 Code FBC2014lrP12007 Matrix) Weight: 22 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD SOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 5=243/0-8.0, 7=146/0-3-8 Max Horz 5=89(LC 9) Max Uplift5=-165(LC 8), 7=-98(LC 12) FORCES. (lb) - Max. Comp /Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.5=-204/274 Structural wood sheathing directly applied or 5-0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10.0.0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vul1=140mph (3-second gust) Vasd=108mph; TCDL=4.2psh BCDL=6.Opsf; h=251t; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) automatic zone and C-C Exterior(2) -1-0.0 to 2.0.0, Interior(1) 2-0-0 to 4-6-12 zone; cantilever left and right exposed end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Bearing at joint(s) 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7 except (jt=lb) 5=165. 6)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. Joaquin Velez PE No.66162 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 7,2017 WARNING . Ved(y dadppn parameter, and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO-7473 rov. 1693MI S BEFORE USE. Design valid for use only vAlh Mllek® connectors. lints desIM Is based only upon parameters shown. and Is for an individual txAce ng component. not a hugs system. Before we. the building designer must verify the app lIcabllly of design paranelets and pop etly Incorporate Oils design Into the ovatall building design. Bracing Indicated Is to txrcahng of Irxllviduxl hues web and/or chord members only. Additional temporary and permanent Ixocing MiTekprevent Is always tocµfled for stability and to prevent collapse wllh possmle personal ftffy and property damage. for general guidance regarding the faIxk:allm steage, deilvory, erecllon and txacing of Inisses and Inrss systems seeANSI/IPI I Quality Criterio, OSS-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from truss Rate trnslllute. 218 N. Lee Street. Sullo 312, Alexandfla. VA 22314. Tampa, FL 33610 Job- I russ fus6 I ype Oty Ply WP0094 Tt2671180 WP0084 T09 MbnopdchI 3I 1I Job Reference (optional) Buridafs 1`06150=6. I aillpa, plant Lorry, rgraa:130a6 a•+ •^"" •• •' ID:8JVZMICe36_Omq Oy0pG1ycRbP-RC4A_u_1fiZUIh2rKgTRwhnpTM i; I'ii cEzbnwyBeKV t -0.0 5-0-0 30 = 3x8 II Scale . 1:14.4 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) 0.01 4-5 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.14 Vert(fL) 0.02 4-5 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.16 Horz(rL) 0.00 7 n/a n/a BCDL 10.0 Code FBC2014lrP12007 Matrix) Weight: 22 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD SOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 5=24310.8-0, 7=146/0.3.8 Max Harz 5=89(LC 9) Max Uplitt5=-165(LC 8). 7=-98(LC 12) FORCES. (lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-204/274 Structural wood sheathing directly applied or 5-0.0 oc puffins, except end verticals Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vull=140mph (3-second gust) Vasd=108mph: TCDL=4.2psf; BCDL=6.Opsf; h=2511; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) automatic zone and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 4.6-12 zone; cantilever left and right exposed end vertical left and right exposed;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Bearing at joint(s) 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7 except Qt=lb) 5=165. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used In the analysis and design of this truss. Joaquin Velez PE No.68182 MiTak USA, Inc. FL Cart 66U 6904 Parke East Blvd. Tampa FL 33610 Date: December 7,2017 Q WARNING . Vedly design par wWtem and READ NOTES ON THIS AND INCLUDED Alf7Elr REFERANCE PAGE Mb7473 rev. IOT9/20IS BEFORE USE. Design valid let use only with Mllek® connectors. this design Is based only upon parameters shown. and Is for an hdvk kKA lxAdl ng component, not a truss syslem. Before use. the IxACOV destaner roust verity the applicabtlly of design powmefors and property Incorporate this design Into the overall landing design. Bracing indicated Is to prevent buckling of i ndNidual buss web and/or chord members only. Additional lempaa y and permanent lxacing M iTek' is always regLdred for slabally anti to prevent collapse wllh possible personal k*ay and properly darnage. For general rjukknce rc-grnding Ire fabrication. storage. delivery• erection and bracing of lasses and Ins systems. soeANSI/iPl1 Quality Criteria. OSS49 and SCSI fiuilding Component 6904 Parke East Blvd Safety IMormatlon avallahlo from truss Plate Ins11Me. 218 N Lee Skeet. State 312. Alexandria, VA 22314. Tarrya, FL 33610 ouss russ ype ty W PoofYl 1 Tt287n91 WP0084 1'.io GABLE t I Job Reference(optional) tsudaers rastsouree. Iartnpa, want u ny, rasa :uaae r OW a rug w [vr r merge mauamea, ,nc. -- we . ev.. y. ID:BJVZMICe38_OmgpXOyOpG 1 ycRbP-vOdYBE?ZSWCOW OBy9E_MtryUdB2 W mTdKKPLyBeKU 1-0-0 5-0-0 1-0 0 5-0-0 3x8 11 20 11 2x4 11 LOADING (psi) SPACING- 2-0-0 CST. TCLL 20.0 Plate Grip DOL 1.25 TC 0.13 TCDL 7.0 Lumber DOL 1.25 BC 0.07 BCLL 0.0 ' Rep Stress Incr YES WB 0.04 BCDL 10.0 Code FBC2014/rP12007 Matrix) DEFL. In (loc) I/dell Ud Ven(LL) -0.00 1 rVr 120 Vert(TL) -0.00 1 n/r 120 HOr2(TL) 0.00 5 n/a n/a LUMBER- BRACING - TOP CHORD 20 SP N0.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. All bearings 5.0-0. lb) - Max Horz9=132(LC 9) Max Uplift All uplift 100 lb or less at joint(s) 5,6 except 9_ 128(LC 8), 8=-130(LC 12) Max Grav All reactions 250 lb or less at joint(s) 5, 7, 9, 6, 8 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale . 1:14.4 PLATES GRIP MT20 244/190 Weight: 21 lb FT = 20% Structural wood sheathing directly applied or 5-0.0 oc puffins, except end verticals. Rigid ceiling directly applied or 10.0.0 oc bracing. NOTES- 1) Wind: ASCE 7.10, Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) automatic zone and C-C Extenor(2) -1-0-0 to 2-0-0, Intenor(1) 2.0-0 to 5-0-0 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/rPI 1. 3) Gable requires continuous bottom chord bearing. 4) Truss to be fully sheathed from one lace or securely braced against lateral movement (i.e. diagonal web). 5) Gable studs spaced at 2.0.0 oc. 6) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) 5, 6 except 01=11J) 9=128. 8=130. 9) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cut 6SU SON Parke East Blvd. Tampa FL 33610 Daft: December 7,2017 WARNING. Vwlfy dodgn Parameters and READ NOTES ON THIS AND UVCLUDED MIrEK REFERANCE PAGE M04473 rev. 10413'"15 BEFORE USE Design valid for use only vAnn Mllek®conneclors. This design is Ixised only upon parameters shown. and Is for an individual Wilding component, rot o truss system. Before use. The building designer must verity the cgxsllcot%lly of design parameters and properly Incogoiale This design Into the overall trldng design. Bracing Indicated Is to buckling of InclW al truss web and/or chord members only. Additional temporary and permanent bracing MiTekprevent Ls always redRBred tot sksbBlty and to prevent colldpso wpm possmlo personal Inkay and propeny ckunage. Fda genetal gJdance regarding the 6904 Parke East Blvd. fabrication. slorage. delivery, orocBon and txocing of trusses and Inns systorns, weANSI/TPI I Quality Criteria, DSB-89 and BCSI Bulldtng Component Tarnpa, FL 33610safetyInformationavallablefromTrussPlateInstitute. 218 N. Leo Street. Sudlo 312. Alexandrks. VA 22314 Symbols I Numbering System JA General Safety Notes PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y offsets are indicated. Dimensions ore in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0- r/ 19, For 4 x 2 orientation, locate plates 0-'Ad' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. SCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 6-4-8 dimensions shown in ft-in-sixteenths Drawings not to scale) 2 TOP CHORDS C 0 U 0- 0 0 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR 1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSIlTPI 1 section 6.3 These truss designs rely on lumber values established by others. 2012 MiTek@ All Rights Reserved W1 0 MiTek 0 MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See SCSI. 2. Truss bracing must be designed by on engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stock materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear lightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane of joint locations ore regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber Shall not exceed 19% at time of fabrication. 9. Unless expressly noted. this design is not applicable for use with fire retardant, preservotive treated, or green lumber. 10. Comber is a non-structural consideration and is the responsibility of truss fabricator. General practice Is to comber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used sholl be of the species and siz9. and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purfins provided at spacing Indicated on design. 14. Bottom chords require lateral bracing of 10 ft. spacing. or less, if no ceiling is Installed. unless otherwise noted. 15. Connections not shown ore the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of on engineer. 17. Install and load vertiColly unless Indicoted otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front. back. words and pictures) before use. Reviewing pictures alone Is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. RECORD COPY OLo,Nc SANFORD QDBoise Cascade Engineered Wood Products iFrrr NO M SM IN FUNI wenF*uNn101 a ESG 07/21/2014 R 08/04/2015 It's the SIMPLE FRAMING SYSTEM®, featuring beams, joists and rim boards that work together as a system, so you spend less time cutting and fitting. In fact, the SIMPLE FRAMING SYSTEM® uses fewer pieces and longer lengths than conventional framing, so you'll complete jobs in less time. You'll Build Better Homes with the SIMPLE FRAMING SYSTEM® Now it's easier than ever to design and build better floor systems. When you specify the SIMPLE FRAMING SYSTEM®, your clients will have fewer problems with squeaky floors and ceiling gypsum board cracks. The SIMPLE FRAMING SYSTEM® also means overall better floor and roof framing than dimension lumber allows. Better Framing Doesn't Have to Cost More Boise Cascade Engineered Wood Products' SIMPLE FRAMING SYSTEM® often costs less than conventional framing methods when the resulting reduced labor and materials waste are considered. There's less sorting and cost associated with disposing of waste because you order only what you need. Although our longer lengths help your clients get the job done faster, they cost no more. Environmentally Sound As an added bonus, floor and roof systems built with BCI® Joists require about half the number of trees as those built with dimension lumber. This helps you design a home both you and future generations will be proud to own. What Makes the SIMPLE FRAMING SYSTEM® So Simple? 0 Floor and Roof Framing with BCI® Joists Light in weight, but heavy-duty, BCI® Joists have a better strength / weight ratio than dimension lumber. Knockouts can be removed for cross -ventilation and wiring. 0 Ceilings Framed with BCI® Joists The consistent size of BCI® Joists helps keep gypsum board flat and free of unsightly nail pops and ugly shadows, while keeping finish work to a minimum. 0 VERSA -LAM® Beams for Floor and Roof Framing These highly -stable beams are free of the large-scale defects that plague dimension beams. The result is quieter, flatter floors (no camber) and no shrinkage -related call-backs. 0 Boise Cascade Rimboard Boise Cascade Engineered Wood Products offer several engineered rimboard products regionally, including BC RIM BOARD® OSB, BC RIM BOARD® and VERSA -RIM® (check supplier or Boise Cascade EWP representative for availability). These products work with BCI® Joists to provide a solid connection at the critical floor/wall intersection. Product Profiles, BCI' Architectural Specifications ......... 3 VERSA -LAM' Products, Specifications, Allowable Holes..... 26 1 About Floor Performance, BCI' Residential Floor Span Tables, VERSA-LAMO Details, Multiple Member Connectors ........ 27 One Hour Floor/Ceiling y ........................ Assembl4 VERSA - LAM* Floor Load Tables 100% Load Duration 28 BCI° Floor Framing Details ...... . 5-6 ( ) a t ) . . . o I. BCI Joist Hole Location & Sizing, Large Rectangular Holes... 7 VERSA - LAMS Snow Roof Load Tables (115k Load Duration) ..... 29 BCI' Cantilever Details, Web Stiffener Requirements ..... 8-9 VERSA-LANI®Non-Snow Roof Load Tables (125% Load Duration). 30 r 4 BC10 Floor Load Tables ........................... 10 - 12 VERSA-LAAP Closest Allowable Nail Spacing ............. 31 U ' BCI8 Roof Framing Details ......... 13 - 14 VERSA -LAM* Design Values ........................... 31 BCI® Roof Span Tables ........................... 15 - 18 VERSA -LAM' 1.8 2750 Columns, VERSA-STUD®1.7 2650 .. 32 BCI4 Roof Load Tables ........................... 19 - 23 Computer Software: BC FRAMER®, BC CALC° ............ 33 BCI8 Design Properties, BC10Allowable Nail Spacing ....... 24 Framing Connectors: Simpson, USP ................ 34 - 35 Boise Cascade Rmmboard Products/Properties ............ 25 Lifetime Guarantee ............... ........... Back Cover Boise Cascade EWP - Eastem Specifier Guide - 08/04/2015 Eastern Product_ Profiles. B 'I_ _ _, -ts VERSA -LAM* VERSA -LAM* VERSA -LAM* BCI* 4500s 1.8 BaO 5000s 1.8 BCI* 6000s 1.8 BCI* 6500s 1.8 BCI* 60s 2.0 BCl• 90s 2.0 1.72650 1.82750 2.03100 T 1'/:"I 1 W -I- 1 Ys" T 1'/:' - 1 %'I T I T ( I9'/a" 9'/2' 91/2" 11 %11 11 ys" I 3'/i' a " 11 %1. a 11 W %" 14"% 14" 3'/i' 3'/i' I 20a/." 161 a 14/., /. 14,E /. 14 , 1, , „ I t t 7+; 1 1 1 i i-- —i i-- — --i i-- 1a/." 2" 25/4, 29/4, 25/1," 3'/z' 1'/2" 1a/." 3'/2" 3Y2'to5W 1'/z 1,%" Some products may not be available in all markets. Contact your Boise Cascade EWP representative for availability. 3'/2', 5'/." BCI• and VERSA -LAM* products shall be installed in dry -use applications only, per their respective ICC ESR evaluation reports. BCI®_ Joist Architectural_ Specifications Scope: This work includes the complete furnishing and installation of all BCI® Joists as shown on the drawings, herein specified and necessary to complete the work. Materials: BCI• Joists shall be manu- factured by Boise Cascade Engineered Wood Products with oriented strand board webs, VERSA -LAM® laminated veneer lumber flanges and waterproof, structural adhesives. Joist webs shall be graded Structural I Exposure 1 by an agency listed by a model code evaluation service. Strands on the face layers of the web panels shall be oriented vertically in the joist. The web panels shall be glued together to form a continuous web member. The web panels shall be machined to fit into a groove in the center of the wide face of the flange members so as to form a pressed glue joint at that junction. Design: The BCI• Joists shall be sized and detailed to fit the dimensions and loads indicated on the plans. All designs shall be in accordance with allowable values and section properties developed in accordance with ASTM D5055 and listed in the governing code evaluation service's report. Drawing: Additional drawings showing layout and detail necessary for determining fit and placement in the building are (are not) to be provided by the supplier. Fabrication: The BCI• Joists and section properties shall be manufactured in a plant evaluated for fabrication by the governing code evaluation service and under the supervision of a third -party inspection agency listed by the corresponding evaluation service. Storage and Installation: The BCI• Joists, if stored prior to erection, shall be stored in a vertical and level position and protected from the weather. They shall be handled with care so they are not damaged. The BCI® Joists are to be installed in accordance with the plans and the Boise Cascade Engineered Wood Products Installation Guide. Temporary construction loads which cause stresses beyond design limits are not permitted. Erection bracing shall be provided to keep the BCI® Joists straight and plumb as required and to assure adequate lateral support for the individual BCI® Joists and the entire system until the sheathing material has been applied. Codes: The BCI® Joists shall be evalu- ated by a model code evaluation service. Boise Cascade EWP • Eastern Specifier Guide • 08/04/2015 Residential Floor Span Tables About Floor Performance Homeowner's expectations and opinions vary greatly due to the subjective nature of rating a new floor. Communication with the ultimate end user to determine their expectation is critical. Vibration is usually the cause of most complaints. Installing lateral bridging may help; however, squeaks may occur if not installed properly. Spacing the joists closer together does little to affect the perception of the floor's performance. The most common methods used to increase the performance and reduce vibration of wood floor systems is to increase the joist depth, limit joist deflections, glue and screw a thicker, tongue -and -groove subfloor, install the joists vertically plumb with level -bearing supports, and install a direct -attached ceiling to the bottom flanges of the joists. The floor span tables listed below offer three very different performance options, based on performance requirements of the homeowner. Joist De th BCI' Joist Series THREE STAR*** FOUR STAR * * * * CAUTION MINIMUM STIFFNESS ALLOWED BY CODE CAUTION Live Load deflection limited to L1480: The common industry and design community standard for residential floor joists, 33% stiffer than L/360 code minimum. However, floor performance may still be an issue in certain applications, especially with 9'W and 11%:' deep joists without a direct -attached ceiling. Live Load deflection limited to 1_1960+: In addition to providing a floor that is 100% stiffer than the three star floor, field experience has been incorporated into the values to provide a floor with a premium performance level for the more discriminating homeowner Live Load deflection limited to 1_/360: Floors that meet the minimum building code L/360 criteria are structurally sound to carry the specified loads; however, there is a much higher risk of floor performance issues. This table should only be used for applications where floor performance is not a concern. 12" O.C. 1 16" o.c 19.2" O.C. 24" O.C. 32" o.c 12" o.c 16" O.C. 19.2" O.C. 24" o.c 32" o c 17' O.C. 16" O.C. 19.2" O.C. 24" O.C. 32" O.C. 450051.8 16'-11" 15'-6" 14,-8" 13'-T, 11'-9" 11'-6" 11'-6" 10'-0" 10'-0" I 9'-7" 18-4„ 16'-8" 15'-3" IT-7" 11'-9" 5000s 1.8 17'-.&" 16-.T 15-7' 14-1" 12'-S' 11'-6" 11'-6" la -a- Ia-T I T-11' 19-4" 1T-9" 16-4- 14'-7" 12'-W 6000s 1.8 16-2" i9-8- 16-W 14'-S" 13'-4" 11'-6" 11'-6" la -.a' ia-a' 1lY-0" 20'-2" 16-5" 17-5" 151-9, 13'-8" 65oos 1.8 16-9' Ir-1- I&-1- 15-0" 1T-T W-W 11'-6" la -a- Ia-0" la-0" 20'-" 16-11" 17'-10" W-7" 14'-3" 4500s 1.8 20'-0" 18'4" 17'-3" 15'-5" 13'4" 15%6" 14'-3" 13'-5" 12'-6" 114" 21'-10" 18,-11" 17'-3" 15'-5" 13'-4" 5000s 1.8 20'-9" 19'-0' 1r-11" 16'-7" IT-4- 15'-4" 14'-.9" 13'-11" 23'-0" 2a-4" 18'-W 16-7" IT-4" 6000s 1.8 21'-r' 19-W 18'-7" 17'-4" iv-vr iv-e- is-4- 14'-5" 1T-5" 12-1- 2X-10" 21'-10" 2a-T 17'-11" 14'-10" 117/i' 6500s 1.8 27-7 2a-T 19-2" 17'-10" I 14'-10" 16-T 16-10" 14'-11" 1T-10" 12'-7- 24'-6« 27-5" 21'-1' 18'-10" 14'-10" 60s 2.0 2Y-7" 21'-6" 2a-4" 16-11" 16-4- 16-a- 16'-9" 16-9" 14'-4W" 1Y-3" 26-1" 2T-10" 27-e" 21'-0" 16-4" 90s 2 0 26-7" 24' 3" 22'-10" 21'-X 19-4" 19-a- 18'-10" 1r-8" 16-5" 14'-10" 29'-5" 26-10" 26-3" 23'-4T" 19-4" 4500s 1.8 22'-9" 20'-7" 18,-9" 16'4- 13%11" 17'-10" 16'-3" 1V-4" 14'-3" IT-O" 23,-10" 20'-7" 18'-9" 16'-9" IT-11" 5000s 1.8 2S-r' 21'-7" 20'-2" 18'-0" 13'-11" 1V-V' I 16-10" 15'-11' 14'-9" IT-6- 264" 27-1" 2a-2" 16-a- 1T-11" 6000s 1 8 24'--W 22-5" 21'-2" I 19-6- 15'-5" 19-2" 1T-6" 19-W IS-4- 13'-11" 2r-1" 2X-11" 21'-10" 19-91 1 15'-5" 14" 6500s 1.8 26-2' 23'-W 21'-" 2a-2- 15'-5" 19-W I 1r-11" 16-11" 16-8" 14'-T 27'-.r 25'-2" 27-11" 20'-e" 1S-5" 60s 2.0 26-9" 24'-W 23'-0" 21'-S" iV-4' 2a-11" 19-T 1r-11- 16-7-16-1" 29'-7" 2r-0" 25'" 21'-10" 16-4" 90s 2.0 30'-1" 27'-S' 2S-10" 24--a- 19-4V 2Y-6- 21'-4" 2a-0" 19-T 16-T 33'-3" 3a-4" 26-7" 26-a- 19'-6" 4500s 1.8 25'-2" 22'-0" 20,-1" 17,-11" 14'-1" 1 19'-9" 18'-0" 1 17'-0" 15'-10" 14'-l" 25'-5" 22-4" 20--l" 17,-11" 14'-1" 6000s 1.8 2r-0" 24'-9" 2Y-4" 20--1a- 16-9" 21'-2" 19'-4" 18'-2" 16-11" 16-4" 29-6- 25'-6" ZT-4" 2a-10" IS-9" 16" 6500s 1.8 27'-9" 25-4" 2X-11" 21--1- 16-9" 21'-9" IT-T 18'-8" 17'-4" 16-6- W-6- 26'-11" 24'-6' 21--1- 1S-.T 60s 2.0 29'-7" 27'-0- 126-T 21'-10" 16-4' 23'-2" 21'-1- IT-10" 16-5" 16-4" 37-6" 29'-10" 27-4- 21'-w ie-e 90s 2.0 33'-4" 3a-4" 28'-7- 26-2" 19-7" 26-a- 23'-r' 27-7' 2U-6- 16-7" 36'-10" 37-7' 31'-.r 26'-2" 19'-7" Span table is based on a residential floor load of 40 psf live load and 10 psf dead load (12 psf dead load for 90s 2.0 joists). Span values assume 23/3 'minimum plywood/OS8 rated sheathing is glued and nailed to joists for composite action Qoists spaced at 32" o.c. require sheathing rated for such spacing - 7/' plywood/OSB). Span values represent the most restrictive of simple or multiple span appli- cations. Analyze multiple span joists with BC CALC° sizing software if the length of any span is less than half the length of an adjacent span Span values are the maximum allowable clear distance between supports. Table values assume minimum bearing lengths without web stiffeners for joist depths of 16" inches and less. Floor tile will increase dead load and may require specific deflection limits, contact Boise Cascade EWP Engineering for further information. This table was designed to apply to a broad range of applications. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALC° sizing software. Shaded values do not satisfy the requirements of the North Carolina State Building Code. Refer to the THREE STAR table when spans exceed 20 feet) One -Hour - Fire- _Resistive -Assembly ICC ESR 1336 See the US version of the Boise Cascade Fire Design & Installation Guide for specific specific assembly information and other fire resistive options or contact your local Boise Cascade representative. FIRE ASSEMBLY COMPONENTS 1. Min. 23/32" thick tongue and groove sheathing (exterior glue), installed with long edge perpendicular to joist length, staggered one joist spacing with adjacent sheets, and glued to joists with construction adhesive. 2. BCI• Joists at 24" o.c. or less. 3. Two layers %" Type X or two layers ''M." Type C gypsum board, installed per Figures 2 or 3 of ICC ESR 1336. SOUND ASSEMBLY COMPONENTS When constructed with resilient channels Add carpet & pad to fire assembly: STC=54 IIC=68 or 64d 3'/i' glass fiber insulation to fire assembly: STC=55 IIC=46 or 6W an additional layer of minimum %" sheathing STC=61 IIC=50 and 9'/:" glass fiber insulation to fire assembly: Boise Cascade EWP - Eastern Specifier Guide • 08/04/2015 NOTE The Illustration below Is showing several suggested applications for the Boise Cascade EWP products. It Is not intended to show an actual house under construction. NO MIDSPAN BRIDGING IS REQUIRED FOR BCI' JOISTS FOR INSTALLATION STABILITY, Temporary strut lines (1.x4 min.) Won center max. Fasten at each joist with 2-Sd nails minimum. Dimension lumber is not suitable for use as a rim board in BCI° floor systems. 0 0 BCI• rim joist. See page 6. 40 BOISE CASCADE' Rii See pages 6 and 25. For load bearing cantilever details, see page Floor Framing 00 BCI• blocking or 2x4 "squash' block on each side required when supporting a load -bearing wall above. BCI° Joists, VERSA -LAM* and ALLJOIST` must be stored, installed and used in accordance with the Boise Cascade EWP Installation Guide, building codes, and to the extent not inconsistent with the Boise Cascade EWP Installation Guide, usual and customary building practices and standards. VERSA -LAM', ALLJOIST°, and BCIO Joists must be wrapped, covered, and stored off of the ground on stickers at all times prior to installation. VERSA -LAM°, ALLJOISTO and BCI' Joists are intended only for applications SAFETY WARNING DO NOT ALLOW WORKERS ON BCI® JOISTS UNTIL ALL HANGERS, BCI® RIM JOISTS, RIM BOARDS, BCI® BLOCKING PANELS, X-BRACING AND TEMPORARY 1x4 STRUT LINES ARE INSTALLED AS SPECIFIED BELOW. SERIOUS ACCIDENTS CAN RESULT FROM INSUFFICIENT ATTENTION TO PROPER BRACING DURING CONSTRUCTION. ACCIDENTS CAN BE AVOIDED UNDER NORMAL CONDITIONS BY FOLLOWING THESE GUIDELINES: Build a braced end wall at the end of the bay, or permanently install the first eight feet of BCI• Joists and the first course of sheathing. As an alternate, temporary sheathing may be nailed to the first four feet of BCI• Joists at the end of the bay. All hangers, BCI° rim joists, rim boards, BCI• blocking panels, and x-bracing must be completely installed and properly nailed as each BCI• Joist is set. Install temporary 1x4 strut lines at no more than eight feet on center as additional BCI° Joists are set. Nail the strut lines to the sheathed area, or braced end wall, and to each BCI• Joist with two 8d nails. The ends of cantilevers must be temporarily secured by strut lines on both the top and bottom flanges. Straighten the BCI• Joists to within % inch of true alignment before attaching strut lines and sheathing. Remove the temporary strut lines only as required to install the permanent sheathing. Failure to install temporary bracing may result in sideways buckling or roll-over under light construction loads. Do not stack construction materials (sheathing, drywall, etc) in the middle of BCI° Joist spans, contact Boise Cascade EWP Engineering for proper storage and shoring information. When installing Boise Cascade EWP products with treated wood, use only connectors/fasteners that are approved for use with the corresponding wood treatment. VERSA -LAM* header or an BCI• header. I'A" knockout holes at approximately 12" o.c. are pre -punched. F15 J' See page 7 for allowable hole sizes and location. VERSA -LAM* LVL beam. Endwall blocking as required per governing building code. BCI• Blocking Is required when joists are cantilevered. that assure no exposure to weather or the elements and an environment that is free from moisture from any source, or any pest, organism or substance which degrades or damages wood or glue bonds. Failure to correctly store, use or install VERSA -LAM•, ALLJOIST', and BCI° Joist in accordance with the Boise Cascade EWP Installation Guide will void the limited warranty. PRODUCT HANDLING TO AND AT JOB SITES There are some differences between engineered wood products and traditional lumber products in terms of product handling: Avoid handling and storing BCI• joists in the flat direction. VERSA -LAM* is denser and due to the coating applied to the surface, can be more apt to sliding. Please consider these differences when transporting and handling engineered wood products. Boise Cascade EWP • Eastern Specifier Guide • 08/04/2015 Floor Framing Details T Additional floor framing details available with BC FRAMER® software END BEARING DETAILS BCI• 8CI• Joist rim Joist blocking. dB Dimension lumber + b not suitable for crNailBoiset"w use as rimboard J Cascade with BCI• Joists. Rimboard to BCI• Joists with Olmension lumber Is not mocking may be required Sd nail Into suitable for use as rim perpendicular to wall, each flange. boats wim 8CI• Joists. co suit design professional Use of BCI• rimjoist reawires 2z6 of record and/or local building official. wall for minimum Dist bearin R mboaard is Top Flange or Face One 8d nail Mount Joist Hanger each side at bearing all lid block Note: BCI•floor from above Joist must be designed to carry IW minimum bearing to bearing wall above when length (13/i required for below. not stacked over 18 and deeper joists) wall below. OVERSAM• To limit splitting flange, start nails at least 1%1 Blocking required underneath braced wall from end. Nalls may need to be driven at an panels and shear walls, consult design angle to limit splitting of bearing plate. professional of record. INTERMEDIATE BEARING DETAILS BCI• Joist Slope Cut Reinforcement t . For load Dearing wall above stacked over wall below). Blocking may be required at Intermediate bearings for floor diaphragm per IRC In high seismic areas, consult local building official. Load bearing Double Squash Block Vertical Load shear/reacUon value to cut endor 6CI*Joist 8CI4 Joist shall not be used as a collar or rafter tension lie. 2 x 6 min. rafter. Rater shelf be supported by ridge beam or other upper bearing support Alf\ 6 12 16• Sue Joist spacing [in] 12 16 19.2 1 24 2x4 4463 3347 2789 2231 2z6 7013 5259 4393 1 3506 1 wall above' min max. stacked over 1. Squash blocks are to be In foil Contact _ BCi" wall below) with upperfloorand lowerwall plate. Heel depth BCI• Joist Depth blockln 2. Capadtiesshown areloradouble (seeg' squash blacks at each Joist, SPFor table 2xblock. better. below) i 24 2x blocking required at bearing (not shown for dadty} j Backer block Double BCI• Joist 11/u' min. pNvood/OSBrated sheathing asreinforcement. minimum 12• Connection Sheathing or Install reinforcement with face gram horizontal. Install an wide). Nailwith rlmboard both sites of the Joist, light to bottom flange. Leave Joist 10.10d nails Filler Block closure minimum W gap between reinforcement and bottom of Hanger • ( see chart below) top flange. Apply construction adhesive to contact BCI• Josst surfaces and fasten with 3 rows of min.10d box nails at I blocking 6' o.c. Alternate nailing from each side and clinch. requiredforFiller block Nall with 10. tOd nails. Badier block required where top flange Joist hanger load exceeds 250lbs Inetgll fldM M ton flanges We Iller r Nailing 12• oneznter Connection valid for all applications Contact Boise Cascade FWP Cnoinaarina fnr 4-1fir ennAdinns. cantilever. For load bearing cantilever, see pages 8 and 9. Uplift on backspan shall be considered In all cantllever design$. End Nhll Beano Minimum Heel Depth Root Pitch 8/12 7/12 8/12 9/12 10112 12/12 2 x 4 41/it" 41/: 1 41W 4'/." 1 4'/." 1 41W 1-6 39ii" 31/,: 21/." 2• 2'/,: 2'/.• LATERAL SUPPORT BCI• Joists shall be laterally supported at the ends with hanPers, dmboard, BCI• rim Joist or blocking panels. BCI blocking panels ar rimboard are required at cantilever supports. Blocking maybe required at Intermediate bearings for floor diaphragm per IRC In high seismic areas, consult local buI din o dal. MINIMUM BARINGLENGTHFOR BCI• JOISTS Minimum end bearing: 1%* for all BCI•Joists. 3%* Is required at cantilever and Intermediate supports. Longer bearing lengths allow higher reaction values. Refer to the building code evaluation reportor the 8C BCI• rim Joist, rim board or closure panel to Rims or closure panel 1% Inches thick an 01.1- 1# au1Ja/i1VUV5 rrl Juke c-r.vu uux liana, vile each In the top and bottom flange. BCI.6000s/60s rim Jolst: 2-16d box nails, one each In the top and bottom flange. BCI0 6500s/90s rim Joist: Toe -nail top flange to rim BCIolst with 2- 10d box nails one each side of flange. rim Joist, din board or ICI• blocking panel to support: Min. 8d nails@ 6" o.c. per IRC. Connection per design professional of record's specification for shear transfer. BCI Joist to support: 2- if nails, one on each side of the web, Placed 1% Inches minimum fromtheendoftheBCIJoisttoIlmitsplitting. Sheathing to BCI1 Joist: Prescriptive residential floor sheathing nailing requires 8d common nails @ 6" o.c. on edges and @ See closest allowable nail spacing limits on page 24 for floor diaphragm nailing specified at closer spacing than IRC. Maximumbracing spacing for full lateral stablllty 18" for BCI•4500s & 50DOs, 24" for larger BCI° Joist series. 14 gauge staples may be substituted for 8d nails If the staples penetrate at least 1 inch into the joist. Wood screws may be acceptable, contact local building official and/or Boise Cascade EWP Engineering for further information. BACKER AND FILLER BLOCK DIMENSIONS Series 18acker8lockThickness FlIIef8lockThickness 450ps 9U° or ." sd Two " wQod panels or1.8 wood panels 2 x 5000s Y4° or iS" Two 3/4" w9od panels or 1.8 wood panels 2 x 6000s IA" or two 1h" 2 x * he" or 1.8 wood oriels h• wood panel 65080s 1%,ortwo 3i" 2x_+%'or 1. wood panels Y4° wood panel 60s 2.0 15S" or two %* 2 x _ + the" or 2" wood panels wood panel900. 0 2x_lumber Double2x_ lumber Cut backer and filler blocks to a maximum depth equal to the web depth minus 1/4" to avoid a forced fit. WEB STIFFENER REQUIREMENTS See Web Stiffener Requirements on page 9. PROTECT BCI° JOISTS FROM THE WEATHER BCI• Joists are intended only for applications that provide permanent protection from the weather. Bundles of product should be covered and stored off of the ground on stickers. BCI• RIM JOISTS AND BLOCKING Vertical (PI apa ty Depth pn] Series No W. S! 11 W.S.m 9rh" 4500s 1.8, 5000s 1. 8, 600051.8 650051.8 2300 N/ A 1135" 4500s 1.8, 5000s 1. 8, 6000s 1.8 6500s 1.8 2150 N/A 60s 2.0, 90s 2.0 2500 N/A 14" 4500s 1.8, 5000s 1. 8, 6000s, .8 6500s 1.8 2000 N/A 60s 2.0, 90s 2.0 2400 N/A 16" 4500s 1.8, 6000s 1. 8, 16500si.8 1900 2500 60s 2. 0, 90s 2.0 1 2300 2700 1) No web stiffeners required. 2) Web stiffeners required at each end of blocking, values not applicable for rim joists. N/A: Not applicable Boise Cascade EIVP - Eastem Specifier Guide • Oa/"2015 BCI® Joist Hole Location & Sizing BCI• Joists are manufactured with V/2" round perforated knockouts in the web at approximately 12" on center Minimum spacing - 21r greatest dimension p of largest hole (knockouts exempt) D 00 NOT see table below) (see table below) cut or notch sanpe I Y/al ei•.ec-w.+L'iI•.••N:l well{iW oewenswwrlleYPY.u. i/r.•4•Nd •n'L)we rre>rwam 0t " O No holes (except knockouts) ` A i%' round hole may be lam'--' '-"I allowed In bearing zones Cut anywhere In the web. Oo not cut holes Provide at least 3' of larger than i'A' clearance from other holes. round In cantilevers. Minimum distance from support, listed in table below, is required for all holes greater than 1W MINIMUM DISTANCE D) FROM ANY SUPPORT TO THE CENTERLINE OF THE HOLE Round Hole Diameter (in] 2 3 4 5 6 6%2 7 8 8% 9 10 11 12 13 Rectangular Hole Side 3 5 6 7in 8 1'-0" 1'-1" 1'-5" 2'-1" 2'-9" 3'-1" 3'-5" Any 12 1'-0" 1 r-2" 2'-2„ 3r-2" 4'-2" 4%8" 5,-2" SIN, Span Joist 16 1'-0" 1'-7" 2'-11" 4'-3" 5%7" 6'-3" 6'-11" Round Hole Diameter [in] 2 3 4 5 6 6'% 7 8 8% 9 10 11 12 13 Rectangular Hole Side 2 3 4 5 7 8in 8 1'-0" 1'-1" 1'-5" 1'-10" 2'-4" 2'-7" 2'-10" 3'-4" 3'-9" Any Stan 12 1'-0" 1'-4" 2'-1" 2'-10" 3'-7" 3'-11" 4'4" 5'4" 5'-8" 11'/." Joist 16 1'-0" 1'-10" 2'-10" 3'-9" 4'-9" 5'-3" 5'-9" 6-9" 7'-7" 20 1'-1" 2'-3" 3'-6" 4'4" 5'-11" 1 6'-7" 7'-2" 8'-5" 9'-6" Round Hole Diameter [in J 12 3 4 5 6 6Y2 1 7 1 8 8% 19 1 10 11 12 13 Rectengul r-kole Side 3 - t- r9 - - in i 2 3- 5 6 6 8 8 1'-0" 1'-1" 1'-2" 1'-3" 1'-8" 1'-10" 2'-1" 2'-6" 2'-10" 2'-11" 3'-4" 3'-8" 12 1'-0" 1'-1" 1'-3" 1'-10" 2%6" TAT 3'-1" 3'-9" 4'-3" 4'-4" 5'-0" 5'-7" Any Span 16 1'-0" 1'-1" 1'-8" 2'-6" 3'-4" 3'-9" 4%2" 5'-0" 5'-8" 5'-10" 6'-8" 7'-5" JoistJoist 20 1'-0" 1'-1" 2'-1" 3'-2" 4'-2" 4%8" 5'-2" 6'-3" 7.-2" 7'_3" 8'-4" 9%4" 24 1'-0" 1'-4" 2'-6" 3'-9" 5'-0" 5'-8" 6%3" 7'-6" 8'4" 8'-9" 10'-0" 11'-2" Round Hole Diameter [in] 2 3 4 5 6 6'/2 7 8 8% 9 10 11 12 13 Rectangular Hole Side 2 3 5 5 6 8 9 10in] 8 1'-0" 1'-1" 1'-2" 1'-2" 1'-3" 1'-3" 1'-3" 1'-7" 1'-11" 2'-0" 2'-511 2._91. 31_2" 31_7" 12 1'-0" 1'-1" 1'-2" 1'-2" 1'-3" 1'4" 1'-10" 2'-5" 2'-11" 3'4" 3'-7" 4'-2" 4'-9" 5'-4" Any 16" Span 16 1'-0" VA" 1'-2" ' 1'-2" 1'-8" 2'-1" 2'-6" 3'-3" 3'-11" 4'4" 4'-10" 5'-7" 6'-4" 1 7'-2" Joist 20 • 1'-0" 1'-1" 1'-2" 1'-2" 2'-1" 2'-7" 3'-1" 4'-1" 4'-11" 5'-1" 6'-0" 7'4" 8'-0" 8'-11" 24 1'-0" 1'-1" 1'-2" 1'-4" 2'-6" 3'-1" 3'-9" 4'-11" 5'-11" 6'-1" 7'-3" 8'-5" 9'-7" 10'-9" 00 W In web area asspeolled ' 0 O Select a table row based on joist depth and the actual Joist span rounded up to the nearest table span. Scan across the row to the column headed by the appropriate round hole diameter or rectangular hole side. Use the longest side of a rectangular hole. The table value is the closest that the centerline of the hole may be to the centerline of the nearest support. The entire web may be cut out. DO NOT cut the flanges. Holes apply to either single or multiple joists in repetitive member conditions. For multiple holes, the amount of uncut web between holes must equal at least twice the diameter (or longest side) of the largest hole. 1'/P round knockouts in the web may be removed by using a short piece of metal pipe and hammer. Holes may be positioned verti- cally anywhere in the web. The joist may be set with the 1'r6" knockout holes turned either up or down. This table was designed to apply to the design conditions covered by tables elsewhere in this publication (maximum uniform PLF load). Use the BC CALC• software to check other hole sizes or holes under other design conditions. It may be possible to exceed the limita- tions of this table by analyzing a specific application with the BC CALCO software. Large Rectangular Holes in BCI° Joists r Hole size table based on maximum uniform load of 40 psf live load and 10 psf dead load, at maximum spacing of 24" on -center. Single Span Joist Sea Max Hole Sin on Qr hoe Chan for Joist Depth Jaw Span I Minimum 2x diameter/ width of lariat hok 001 Simple Span Joist W-W Min I I Notes: IWI Additional holes may be cut in the web provided they meet the specifications as shown in the hole distance chart shown above or as allowed using BC CALL• sizing software. Boise Cascade OAP • Eastern Specifier Guide - 08/04/2015 Maximum Hole Size Simple MultipleJoist Depth Span Span 9'h" 6" x 14" 6" x 12" 11'/V W. x 16" 8" x 13" 14" 9" x 18" x 16" 10" x 17..8" 16" 11" x 18" 12" x 16" 10" x 14" Multiple Span Joist r hole Sao Max Hole Size on Q hole KJolat I chanfor Jaw Depth Imo. % Jaw I SunSeenMuldpla Span Joist 12'a' MI I Muhlple Span Joist 12'4' Min Larger holes may be possible for either Single or Multiple span joists; use BC CALCe sizing software for specific analysis. Reinforced Load Bearing Cantilever Table BCI® Joists N _ c o W r° Roof Total Load sf 35 45 55 Joist S eon in 16 19.2 24 16 19.2 24 16 19.2124 a? H 0 v 24 0 0 0 1 0 1 0 1 x 0 1 x I X 26 0 0 0 1 0 1 0 x 0 x I x 26 0 0 X o x x X x x 30 0 0 X 0 X X x x X 32 0 0 0 X X X X X 34 0 0 2L X 0 X x x X x 36 0 X X X X X X X x 38 0 X X X X X X X X 40 0 X X X x x X X x 42 0 X X X X X X X X m c h 24 0 0 0 0 0 X 0 X X 26 0 0 0 0 0 X 0 X X 28 0 0 1 0 X X X X X 30 0 0 1 0 X X X X X 32 0 0 X o X X X X X 34 0 0 X X X X X X X 36 0 0 X X X X X X X 38 0 X' X X X X X X X 40 0 X' X X X X X X X m 24 0 0 0 0 D 0 0 X X 26 0 0 0 0 0 X 0 X X 28 0 0 0 0 0 X X X X 30 0 0 0 0 o X X X X 0 32 0 0 0 0 X X X X X 34 0 0 X 0 X X X X X 36 0 0 X 0 X X X X X 38 0 0 X X X X X X X 40 0 0 X X X X X X X CR CR 24 0 0 1 0 0 0 1 0 1 0 1 0 X 26 0 0 0 0 0 0 0 X X 28 0 0 0 0 0 0 0 X X 30 0 0 0 0 0 X 0 X X 0 w) 32 0 0 0 0 0 X 0 X X 34 0 0 0 0 X X X X X 36 0 0 X 0 X X X X X 38 0 o X 0 X X X X X 40 0 1 0 1 X 0 X X X X X m c h v 24 0 0 0 0 1 0 1 WS 0 1 0 1 X 26 0 0 0 0 1 0 WS 0 0 1 X 28 0 0 0 0 1 0 X 0 WS X 30 0 0 0 0 0 X 0 WS X 32 0 0 WS 0 0 X 0 X X 34 0 0 WS 0 0 X 0 X X 36 0 0 WS 0 WS X 1 0 X X 38 0 0 X 0 X X X X X 40 0 0 X 0 X X X X X 42 0 0 X 0 x X X X X 0 0 24 0 0 1 0 0 0 IWS1 0 1 0 1 26 0 0 0 0 0 WS1 0 1 0 1 1 28 0 0 0 0 0 WS 0 1 0 X 30 0 0 WS 0 0 1 0 0 X 32 0 0 WS 0 0 1 0 1 X N 34 0 0 WS 0 WS X 0 X X 36 0 0 WS 0 WS X 0 X X 38 0 0 WS 0 WS X X X X 40 0 0 1 1 1 0 1 X X X X m 0 24 0 0 0 0 0 0 1 0 0 WS 26 0 0 0 0 0 0 0 0 1 28 0 0 0 0 0 WS 0 0 1 30 0 0 0 0 0 WS 0 0 X 32 0 0 0 0 0 1 0 WS X 34 0 0 WS 0 0 1 0 1 X 36 0 0 WS 0 0 1 0 X X 38 0 0 WS o o X 0 X X 40 0 01 1 1 0 IWS X I X I X X d Gc to N Fc o cE-'l Roof Total Load I sf 35 45 1 55 Joist S acing in 16 119.2 24 116 19.2 24 1 16 19.2 24 ro 0 24 0 0 1 0 1 0 0 0 0 0 1 26 0 0 0 0 0 0 0 0 X 28 0 0 0 0 0 0 0 0 X 30 0 0 0 0 0 1 0 0 X 32 0 0 0 0 0 1 0 0 X 34 0 0 0 0 0 X 0 1 X 36 0 0 0 0 0 X 0 1 X 38 0 0 0 0 0 X 0 1 X 40 0 0 1 0 0 X 0 x X c m 24 0 0 0 1 0 0 0 0 0 1 26 0 0 0 I o o o 0 0 I 1 28 0 0 0 0 0 WS 0 0 X 30 0 0 0 0 0 1 0 0 X 32 0 0 0 0 o 1 0 1 X 34 0 0 0 0 0 X 0 1 X 36 0 0 WS 0 0 X 0 1 X 38 0 0 1 0 0 X 0 1 X 40 0 0 1 0 1 X 1 X X N m 24 0 1 0 0 0 0 0 1 0 0 0 26 0 0 0 0 0 0 0 0 0 28 0 0 0 0 0 0 0 0 0 30 0 0 0 o o 0 0 0 0 32 0 0 0 0 0 0 0 0 0 34 0 0 0 0 0 0 0 0 1 36 0 0 0 0 0 0 0 0 1 38 0 0 0 0 0 0 0 o 1 40 0 0 0 0 0 0 0 0 2 m y 24 0 0 0 0 0 0 0 1 0 WS 26 0 0 0 0 0 WS 0 0 WS 28 0 0 0 0 0 WS 0 0 1 30 0 0 0 0 0 WS 0 WS X 32 0 0 0 0 0 W$ 0 WS x 0 34 0 0 WS 0 0 1 0 WS X 36 0 0 WS 0 0 X 0 WS X 38 0 0 WS 0 WS X 0 X X 40 1 0 0 WS 0 WS X WS X X 421 0 1 0 IM 0 1 WS X WS X X 24 0 0 0 0 1 0 IWSI 0 0 IWS 26 0 0 0 0 1 0 WS 0 0 WS 28 0 0 0 0 0 WS 0 WS 1 y 30 0 0 WS 0 0 WS 0 WS 1 v c': 32 0 WS 0 0 WS 0 WS 2 34 0 L 0 WS 0 WS 1 0 WS X 36 0 0 WWo WS 1 0 WS X 38 0 0 WS 1 WS 1 X 40 0 0 WS 2 WS 1 X co 0 24 0 0 1 0 0 0 0 0 0 WS 26 0 0 0 0 0 0 0 0 WS 28 o o o o 0 WS o o WS 30 0 0 0 0 0 WS 0 0 1 32 0 0 0 0 0 WS 0 WS 1 34 0 0 0 0 0 WS 0 WS 1 36 0 0 WS 0 0 WS 0 WS 1 38 0 WS 1 0 0 1 0 1 2 40 0 L 0 WSI 0 WS 1 0 1 2 24 0 0 1 0 0 0 0 0 0 1WS 26 0 0 0 0 0 0 0 0 WS 28 0 0 0 0 0 WS 0 o WS 30 o 0 0 o 0 WS 0 o 1 c 32 0 0 0 0 0 WS 0 WS 1 34 0 0 0 0 0 WS 0 WS 2 36 0 WS 1 0 0 WS 0 WS 2 38 0 L WS 0 0 1 0 1 2 40 0 L 0 WS 0 WS 1 0 1 2 1. Cut 48" long reinforcers to match the joist depth. Use min. 23/32" plywood/OSB-rated sheathing, exposure 1, 48/24 span rated. The face grain must be horizontal (measure the 48" dimension along the long edge of the panel). 2. Fasten the reinforcer to the joist flanges with 8d nails at 6" o.c. When reinforcing both sides, stagger the nails to limit splitting the joist flanges. 3. Attach web stiffeners per intermediate Web Stiffener Nailing Schedule on page 9. 4. Use the BC CALC• software to analyze conditions that are not covered by this table. It may be possible to exceed the limitations of this table by analyzing a specific application with BC CALC• software. N Roof Total Load sf e c 35 1 45 1 55 Joist in62 M" 16 19.2 24 16 Main19.2 24 16 119.2124 24 0 0 1 0 1 0 0 1 0 1 0 1 0 1WS 26 0 0 0 0 0 0 0 0 ws 28 0 0 0 0 0 0 0 0 WS c 30 0 0 0 0 0 WS 0 0 1 N 32 0 0 0 0 0 WS 0 0 1 34 0 0 0 0 0 WS 0 0 1 36 0 0 0 0 0 WS 0 WS 2 38 0 0 0 0 0 1 0 WS X 40 0 0 WS 0 0 1 0 1 X 24 0 0 1 0 1 0 1 0 0 0 1 0 1 0 26 0 0 0 0 0 0 0 0 0 28 0 o 0 0 0 0 0 0 0 30 0 0 0 0 0 0 0 0 0c m 32 0 0 0 0 0 0 0 0 0 34 0 0 0 0 0 0 0 0 WS5 38 0 0 0 0 0 0 0 0 1 38 0 0 0 0 0 0 0 0 1 40 6-F-67 0 0 0 0 0 0 1 24 0 1 0 0 ` 0 : 0 0 1 0 0 'WS 26 28 0 1 a 0 0 0 W5+ 0 1 0 ol 0 0 WS 00 WS 0 0 1 WS 30 0. 0 0 0 0 m 0 v 32 34 0{ 0 0}} 0 l 0, WS 0 0 WS 0 0' WS f 0 WSS 1 0 36 38 0 0 WS 0 0 0 0 1WS 0 WS 1 10 ,WSt x 0iW_81X 40 0 0 WS 0 H/S 1 WS-VA' X_ 42 OI O,WS O,WS XiWS 1 ;X 24 0 0 0 0 0 1 0 0 WS 26 0 0 0 010 0 WS 28 0 0 _0 0' - ot 0 -0 —0 WCo I 0 WS i-- o30 0 0 0 0 0 WS- 0 ,WS WS 0320 0 0 O f 0 0 WSJ 0 WS 1- M-- }--- 0 34 T 0 _0 0 0 0 WS 0: WS' 1 36 38 0 t 0 WSJ 0_ 0 WSS. 0 WS i 1 0 . WSw 0 0 WS 0 V~VS, 2 40 0 0' 0 WS 0 WS WS 0 WS r 2 24 0 1 0 0 0 0 0 0 0 WS 26 01040 0 F0 0 010'WS 0 28 30 0}_ 0r0+0 0 WS 0 0 WS 0 0 0 0 0 WS 00 •W_ S it0h 32 34 0 0 0 0 0 0 WS 1 0 0~ 0 0 0 WS 0 iWS 1 360F0WS00iWS0, WS 1 2 38 0 1 0 WS 0 0 Vv8 0 WS 2 IWS, WS,WS 'WSJ 400i0oo2 24 26- 0 0 0 0 0 0 0 0 'WS 0L°«°- 0`UL01.0 0 WS 28 O I o; 0 0 O' 0 l 0 O 1WS N 30 0 f 0 I 0 to 0 ,WSI 0 0 IW_5y 32 0 00,0•0,WS 0f-0SWS r 34 0 0 0 0 0 Ws l 0 WS WS 38 0 0 0 0 0 iWSi 0 WS 1 38 0 - i- 0 e , -6 0 - 00WS, WS 1 40 0 0 0 WS i 00 WS0 1 WS 1 1 24 01 0 i 0 0 0 0- 0 0 j 0 26 28 0 i o o o o o 0 0 0 0 0 0fi9t0 040I_0t0 c 0 30 32 0 0 0 0 0 0 0 0 t 0 0 0- 0 0-;0 Ot10 0 34 0_ 00+ 0 O'01010 WS 38 38 0- 0 0- 0 0 0 1 0 0 WS_ 0$ O O t 0 0, 0 1 0 0 i 1 40 0 i 0 0 1 0 0 0 1 0 0 1 1 KEY TO TABLE 0 .... No Reinforcement Required WS .... Web Stiffeners at Support 1 .... Web Stiffeners Plus One Reinforcer 2 .... Web Stiffeners Plus Two Reinforcers X .... Use Deeper Joists or Closer Spacing Base Cascade EWP • Eastem Specifier Guide • 08/04/2015 Reinforced Load Bearing Cantilever Detail 2'-0" 2'-0' The tables and details on pages 8 and 9 indicate the type of reinforcements, if any, that are required for load - bearing cantilevers up to a maximum length of 2%0". Cantilevers longer than 2'-0" cannot be reinforced. However, longer cantilevers with lower loads may be allowable without reinforcement. Analyze specific applications with the BC CALC° software. PLYWOOD / OSB REINFORCEMENT If Required per Table on page 8) 23132" Min. x 48" long plywood I OSB rated sheathing must match the full depth of the BCI• Joist. Nail to the BCI° Joist with 8d nails at 6" o.c. and nail with 4-8d nails into backer block. When reinforcing both sides, stagger nails to limit splitting. Install with horizontal face grain. The tables on page 8 assume a wall weight of 100 plf, in addition to the roof loading shown. Applications with loading that exceeds the loads shown shall be analyzed with BC CALC° software. These requirements assume a 100 PLF wall load. Additional support may be required for other loadings, see BC CALC° software. 23/32' min, plywood/OSB or rimboard closure. Nall with Sd nail Into each flange. \ Structural Panel reinforcement F05 BCI• Joist blocking required for cantilever Uplift on back span shall be considered In all cantilever designs Non -Load Bearing Wall Cantilever Details _ BCI® Joists are intended only for applications that Fasten the 2x8 minimum to the BCI° Joist by nailing through the backer block and provide permanent protection from the weather. joist web with 2 rows of 10d nails at 6" on center. Use 16d nails with BCIe 90s 2.0 cr h u H BCI'Jolst blocking Wood Structural Panel Closure Joists. Inc a nai s. Wood backer block 2x Closure See page 6 o/EeS-m 2x8 minimum Specifier Guide Drywall Calling or Back Span I Maximum Wood Structural Panel Soffit a Beck Span Not to exceed V-0" These details apply to cantilevers with uniform loads only. It may be possible to exceed the limitations of these details by analyzing a specific application with the BC CALCe software. Minimum VIA Times Cantilever Length Back Span Web Stiffener Requirements see web SoftenerNOTES Smell Gap. min., N•Illn! Sefied.le Web stiffeners are optional except as noted 2• max. chart Web below. 2' min. Stiffener Web stiffeners are always required in hangers 4• max.wlaN that do not extend up to support the top Flange of the BCI° Joist Web stiffeners may be Gap required with certain sloped or skewed hangers or to achieve uplift values. Refer to the hanger manufacturer' s installation requirements. Nellih Web stiffeners are always required in certain m;" L roof applications. See Roof framing Details on nutntweosuflenerpagerequIadwhenCAM usted load exceeds t000lbs Web stiffeners are alwaysrequired under concentrated loads that exceed 1000 pounds. Web stiffeners applied to both Install the web stiffeners snug to the top flange sides at (he joist web in this situation Follow the nailing schedule for Stiffener Specifications For Structural Lateral BCI' Joist Capacity RestraintMinimum Serves Min. Thick) n Han g Width 4500s 1.8 Y." 25h4' 500051. 8 V., a/." 25he" 6000s 1.8 2ehe" 6500s 1.8 1" or 1'/." 23he' 60s 2.0 W, 2ehe" 90s 2.0 20 lumber (vertical) Boise Cascade Eb`/P • Eastern Specifier Guide . 08/04/2015 intermediate bearings. Web stiffeners may be cut from structural rated wood panels, engineered rimboard or 2x lumber 80090s only) For Structural Capacity: Web stiffeners needed to increase the BCI° Joist's reaction capacity at a specific bearing location. Lateral Restraint in Hanger. Web stiffeners required when hanger does not laterally support the top flange (e g., adjustable height hangers). Web stiffeners may be of multiple thickness e. g., BCI° 6500s, double %.' panel OK). Web stiffeners may be used to increase allowable reaction values. See 8CI° Design Properties on page 24 or the BC CALCe software. BCI• Jolst blocking Section View Maximum a Back Span not to exceed 4'- 0' BCI• Joist Series Stiffener Nailing Joist Depth Schedule Bearing Location End Intermediate 4500s 1.8 9'/ 2" 2-8d 2-8d 117/ e" 2-8d 3-8d 14" 2-8d 5-8d 16" 1 2-8d 6-8d 5000s 1.8 9'/ 2" 2-8d 2-8d 11'/ e' 2-8d 3-8d 14" 2-8d 5-8d 6000s 1.8 9'/ 2 2-8d 2-8d live" 2-8d 3-8d 14" 2-8d 5-8d 16" 2-8d 6-8d 6500s 1.8 9%' 2-8d 2-8d 11'/ e' 2-8d 3-8d 14" 2-8d 5-8d 16" 2-8d 6-8d 60s 2.0 11'/ e' 2-8d 3-8d 14" 2-8d 5-8d 16" 2-8d 6-8d 9Os 2.0 11'/ e' 3-16d 3-16d 14" 5-16d 5-16d 16" 6-16d 6-16d Floor Load Tables Allowable Uniform Floor Load in pounds per lineal foot [PLF]) 11'% Load Duration BCI® 4500s 1.8 Series 13/" Flange Width BCI® 5000s 1.8 Series 2" Flange Width 9'/x" BCI® 4500s 1.8 11'/e" BCI® 4500s 1.8 14" BCI® 4500s 1.8 16" BCI® 4500s 1.8 9'/" BCI® 5000s 1.8 11'/a' BCI® 5000s 1.8 14" BCI® 5000s 1.8 Span Length Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load 6 280 300 313 316 280 300 313 7 240 257 268 271 240 257 268 8 210 225 235 237 210 225 235 9 186 200 208 211 186 200 208 10 147 168 180 188 190 163 168 180 188 11 113 152 163 170 172 126 152 163 170 12 89 131 144 150 156 1 158 99 140 150 156 13 71 111 115 138 144 146 79 128 129 138 144 14 57 96 94 123 134 135 64 111 105 128 134 15 47 83 77 107 112 125 126 1 53 96 86 120 125 16 64 94 93 112 118 44 85 72 108 104 117 17 54 83 79 99 105 111 61 96 88 110 18 46 74 67 88 89 100 51 86 75 101 19 57 79 76 90 44 77 64 91 20 49 71 66 81 55 82 21 43 65 57 74 48 74 22 50 67 42 68 23 44 61 24 25 Total Load values are limited by shear, moment, or deflection equal to L/240. Live Load values are limited by deflection equal to L/480. For deflection limits of L/360 and L/960, multiply the Live Load values by 1.33 and 0.50 respectively. Both the Total Load and Live Load columns must be checked. Where a Live Load value is not shown, the Total Load value will control. Table values apply to either simple or multiple span joists. Span is measured center to center of the minimum required bearing length. Analyze multiple span joists with the BC CALC® software if the length of any span is less than half the length of an adjacent span. Table values do not consider composite action from gluing and nailing floor sheathing (composite action is considered in floor span tables on page 4). Total Load values assume minimum bearing lengths without web stiffeners for joist depths of 16 inches and less. For assistance with floor design, consult the section About Floor Performance on page 4. This table was designed to apply to a broad range of applications. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALC® software. Boise Cascade EVJP • Esstc•n Specifier Guide - 08104120t 5 Floor Load Tables Allowable Uniform Floor Load in pounds per lineal foot [PLF]) 11'% Load Duration BCI® 6000s 1.8 Series BCI® 6500s 1.8 Series 25/16" Flange Width 29/16" Flange Width 9'/" BCI® 6000s 1.8 11781, BCI® 6000s 1.8 14" BCI® 6000s 1.8 16" BCI® 6000s 1.8 9'/2" BCI® 6500s 1 1.8 11'/ti' BCI® 6500s 1.8 14" BCI® 6500s 1.8 16" BCI® 6500s 1.8 Span Length Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load Live Load I Total I Load Live Load Total Load 6 320 333 346 353 320 333 346 353 7 274 285 297 302 274 285 297 302 8 240 250 260 265 240 250 260 265 9 213 222 231 235 213 222 231 235 10 183 192 200 208 212 192 200 208 212 11 141 174 181 189 192 153 174 181 189 192 12 112 160 166 173 176 121 160 166 173 176 13 89 147 144 153 160 163 97 147 153 160 163 14 73 129 117 142 148 151 79 137 129 142 148 151 15 60 112 97 133 138 141 65 124 106 133 138 141 16 50 98 81 125 117 130 132 54 109 89 125 127 130 132 17 42 84 68 112 99 122 124 46 92 75 117 107 122 124 18 58 100 84 115 112 117 64 110 91 115 117 19 50 89 72 106 96 111 54 99 78 109 104 111 20 43 81 62 96 83 106 47 89 68 104 90 106 21 54 87 72 99 41 81 59 96 78 100 22 47 79 63 90 51 88 69 96 23 42 72 56 83 45 80 60 92 24 49 76 40 74 53 84 25 44 70 47 77 26 42 72 27 28 29 30 Boise Cascade EWP • Eastem Specifier Guide - 08/04/201 Floor Load Tables Allowable Uniform Floor Load in pounds per lineal foot [PLF]) 11'r Load Duration BCI® 60s 2.0 Series BCI® 90s 2.0 Series 25/16" Flange Width 3'/2" Flange Width 117/e" BCI® 60s 2.0 14" BCI® 60s 2.0 16" BCI® 60s 2.0 11'/e" BCI® 90s 2.0 14" BCI® 90s 2.0 16" BCI® 90s 2.0 Span Length Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load 6 366 366 366 450 453 456 7 314 314 314 385 388 391 8 275 275 275 337 340 342 9 244 244 244 300 302 304 10 220 220 220 270 272 274 11 200 200 200 245 247 249 12 183 183 183 225 226 228 13 169 169 169 207 209 210 14 155 157 157 157 192 194 195 15 128 146 146 146 180 181 182 16 107 137 137 137 152 168 170 171 17 90 129 129 129 129 158 160 161 18 77 122 110 122 122 110 150 151 152 19 66 115 95 115 115 95 142 134 143 144 20 57 110 82 110 109 110 83 135 117 136 137 21 50 100 72 104 95 104 72 128 102 129 130 22 43 87 63 100 84 100 63 122 90 123 119 124 23 55 95 74 95 56 112 79 118 1 105 119 24 49 91 65 91 49 99 70 113 94 114 25 43 87 58 88 44 88 63 108 83 109 26 52 84 56 104 75 105 27 47 81 50 100 67 101 28 42 78 45 91 61 97 29 41 82 55 94 30 50 91 Total Load values are limited by shear, moment, or deflection equal to L/240. Live Load values are limited by deflection equal to L/480. for deflection limas of L/360 and L/960, multiply the Live Load values by 1.33 and 0.50 respectively Both the Total Load and Live Load columns must be checked. Where a Live Load value is not shown, the Total Load value will control Table values apply to either simple or multiple span joists. Span is measured center to center of the minimum required bearing length. Analyze multiple span joists with the BC CALL* software if the length of any span is less than half the length of an adjacent span. Table values do not consider composite action from gluing and nailing floor sheathing (composite action is considered in floor span tables on page 4). Total Load values assume minimum bearing lengths without web stiffeners for joist depths of 16 inches and less. For assistance with floor design, consult the section About Floor Performance on page 4. This table was designed to apply to a broad range of applications. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALCO software. Boise Cascade EWP • Eastern Specifier Guide - 08/04/2015 Roof Framing BCI® Rafters 1 ' Structural ridge VERSA -LAM* or FOR INSTALLATION STABILITY, load -bearing wall required. Temporary strut lines - (1x4 min.) 8 ft. on center maximum. Fasten at each joist with two 8d nails Blocking or other lateral minimum. I /ei support required at end I supports. 1 Blocking not shown • 1 for clarity. R03 SAFETY WARNING O1 When installing Boise Cascade EWP products with treated wood, use only connectors/ fasteners that are approved for use with the corresponding wood treatment. BCI* Rafter Header Multiple BCI° Rafters may be required. DO NOT ALLOW WORKERS ON BCI° JOISTS UNTIL ALL HANGERS, BCI° SERIOUS ACCIDENTS CAN RESULT FROM INSUFFICIENT ATTENTION TO RIM JOISTS, RIM BOARDS, BCI° BLOCKING PANELS, X-BRACING AND PROPER BRACING DURING CONSTRUCTION. ACCIDENTS CAN BE AVOIDED TEMPORARY 1x4 STRUT LINES ARE INSTALLED AS SPECIFIED BELOW. UNDER NORMAL CONDITIONS BY FOLLOWING THESE GUIDELINES: Build a braced end wall at the end of the bay, or permanently install the first eight feet of BCI* Joists and the first course of sheathing. As an alternate, temporary sheathing may be nailed to the first four feet of BCI* Joists at the end of the bay. All hangers, BCI° rim joists, rim boards, BCI* blocking panels, and x-bracing must be completely installed and properly nailed as each BCI* Joist is set. Install temporary 1x4 strut lines at no more than eight feet on center as additional BCI* Joists are set Nail the strut lines to the sheathed area, or braced end wall, and to each BCI* Joist with two 8d nails. The ends of cantilevers must be temporarily secured by strut lines on both the top and bottom flanges. Straighten the BCI* Joists to within 'Y2 inch of true alignment before attaching strut lines and sheathing. Remove the temporary strut lines only as required to install the permanent sheathing. Failure to install temporary bracing may result in sideways buckling or roll-over under light construction loads. BCI® Ceiling Joist with Bevel End Cut (For Limited -Access Attics Only) BCI' Joist shall not be used as collaNtension tie. Roof rafter shall be supported by ridge beam or other upper bearing support. Continuous floor sheathing or 1x4 Neller ® Max. 4'-0' o.c. 2'-6' o.e. or BCI' 4500s) 3'.0' o.c. or 80I' 5000s) Minimum Neel Depth sae tabu at n0m) 12 LMI, Rafter 9'h'.11%* or 14' Web BCI.45008/50008/60009/65( a Filler Ceiling Joist ® 24' o.c. Maximum Roof Rafter Ceiling Loads: Live Load = 10 psf Dead Load = 7 psf 2x Blocking 33h' Minimum Bearing 2x4 Wall) Each End Maximum Span Lengths Without Roof Loads SW BCI* 4500s 1.8 / 5000s 1.8 / 6000s 1.8 / 6500s 1.8 20'-0" 11 Y: BCI* 4500s 1.8 / 5000s 1.8 / 6000s 1.8 / 6500s 18 22'-6" 14" BCI* 45005 1.8 / 5000s 1.8 / 6000s 1.8 / 6500s 1.8 24'-6" If roof loads present, see Notes 2 & 3 at right) Minimum Heel Depths Joist Depth End Wall 2 x 4 2 x 6 s'h' 2'h" 1%" 11'/." 351' 2W 14" 4'b" 3%" Notes: 1) Detail is to be used only for ceiling joists with no access to attic space. 2) Ceiling joist must be designed to carry all roof load transferred through rafter struts as shown. 3) BCI* ceiling joist end reaction may not exceed 550 pounds. 4) Minimum roof slope is 6/12. 5) Nail roof rafter to BCI* top flange with 1 -10d (3' long) box or larger nail. 6) tx4 milers must be continuous and nailed to a braced end wall. 7) Install a web filler on each side of BCI* Joist at beveled ends. Nail roof rafter to BCI* Joist per building code requirements for ceiling joist to roof rafter connection. Boise Cascade EWP " Eastern Specifier Guide - 08/04/2015 Roof Framing Details Additional roof framing details available with BC FRAMER® software 2x beveled plate for slope Rlmboard / VERSA -LAM* blocking. V' greater than Ventilation cut• 2/2 of length,'/2 of depth Rimboard / VERSA -LAM* blocking. Ventilation 'V" cut: 1/3 of length,'/2 of depth blockln4 Tight fit flange of BCI• Joists may for soffl9 for lateral be blydsmouth cut only at support. I 2'6' stabillty. the low and of the Joist. Birdsmouth cut BCI• Joist Simpson VPA or USP TMP connectors or equal can max Flange of BC16 Joists may be blydsmouth cut only at I flange must bear fully on plate, web stiffenerbeusedinlieuofbeveledplateforslopesfromthelowendoftheJoIsLBlydsmouthcutBCI• Joist 2'6' max reoulred each side. 3/12 to 12/12. flange must bear fully on plate, web stiffener required each side. Bottom flange shall be fully supported. t , 10d nails 2x4 one side for 135 PLF max Simpson or USP LSTA24 strap, nailing per Simpson or USP LSTA24 strap where slope exceeds 7 (straps may be required for lower at 6" O.C. 2x6 one side for 240 PLF max governing building code. BCI• blocking ighslopesInAIgA vind areas). Nailing per governing VERSA -LAM* LVL Holes tut building code. support beam. for ventilation. VERSA. F1M• LVL support beam. Backer block. o Thickness per corresponding BCI• series. 2x block 8CI• blocking Holes cut ouble-beveled Beveled web stiffener 4%0" horiz for ventilation. wood plate. on each side. I Blocking on both sides of ridge may be required for 2'-W horlx. shear transfer per design professional of record. Simpson LSSUI or USP TMU hanger. t t, Doublest may be Backer block Lhen L exceeds t minimum 121 wide). 2--0•ing. Joist Nailwlthl0-10d nails meg as required. Hanger Nail t outriggerthro I BCI• C web. DO NOT bevel -cut Joist Iller block. Nail beyond Inside face of wall, except with 10 -10d nails for specific conditions In details x outrigger shown on pages 6 and 13 of the Backer block required where top flange tched around BCI• Eastern Specifier Guide. Joist hanger load exceeds 250 Ibs. flange. Outrigger Install tight to top flange. acing no greater n 24' on -center. LATERAL SUPPORT BCI• Joists must be laterally supported at end supports Including supports adjacent to overhangs) with hangers, rimboard, or blocking (VERSA -LAM*, BOISE CASCADE' Rimboard or BCI• Joist). Metal cross bracing or other x-bracing provides adequate lateral support for BCI• Joists, consult governing building code for roof diaphragm connection provisions. MINIMUM BEARING LENGTH FOR BCI• JOISTS Minimum end bearing: 1%* for all 8CI0 Joists. 3%' Is required at cantilever and intermediate supports. Longer bearing lengths allow higher reaction values. Refer to the building code evaluation report or the BC CALC• software. NAILING REQUIREMENTS BCI• rim Joist, rim board or closure panel to BCI• Joist Rims or closure panel 1% Inches thick and less: 2.8d nails, one each in the top and bottom flange. BCI.4500s/5000s rim joist: 2-10d box nails, one each in the top and bottom flange. SCI.6000s/60s rim joist 2-16d box nails, one each In the top and bottom flange. BCI.6500s/90s rim Joist Toe -nail top flange to rim Joist with 2-10d box nails, one each side of flange. BCI• rim joist, rim board or BCI• blocking panel to support: Min. 8d nails @ 6° o.c. per IRC. Connection per design professional of record's specification for shear transfer. BCI• Joist to support: 2-8d nails, one on each side of the web, placed 1% Inches minimum from the end of the BCI•Joist to limit splitting. SheathingtoBCI*Joist: Prescriptive residential floor sheathing nailing requires 8d common nails @ 6' o.c. on edges and @ 12' o.c. In the field (IRC Table R602.3(1)). See closest allowable nail spacing limits on page 24 for floor diaphragm nailing specified at closer spacing than IRC. Maximum nail spacing forminimum lateral stability: 18" for 8CI164500s and 5000s, 24° for larger BCI• Joist series. 14 gauge staples may be substituted for Sd nails if the staples penetrate at least 1 Inch into the joist. Wood screws maybe acceptable, contact local building official and/or Boise Cascade EWP Engineering for further information. BACKER AND FILLER BLOCK DIMENSIONS Series Backer filler Block Thickness 4500s 1.8 6" or'/4" wood panels Two W wood panels or 2 x _ 5000s 1.8 wood OfTwo'Y4°wood panels or 2 x _ 6000s 1.8 1Xodr anels" 2 x +'/ri or W wood panel 6500s 1.8 1'"i" or two l!" woodones2 x _ + W or W wood panel 60s 2.0 1woodr two 2 x _+ %, or W wood panel 90s2. 0 2x-lumber Oouble2x_lumber Cut backer and filler blocks to a maximum depth equal to the web depth minus r14" to avoid a forced fit. WEB STIFFENER REQUIREMENTS See Web Stiffener Requirements on page 9. PROTECT BCI° JOISTS FROM THE WEATHER BCI• Joists are intended only for applications that provide permanent protection from the weather. Bundles of 8CI• Joists should be covered and stored off of the ground on stickers. MAXIMUM SLOPE Unless otherwise noted, all roof details are valid for slopes of 12 In 12 or less. VENTILATION The 1% inch, pre -stamped knock -out holes spaced at 12 Inches on center along the BCI• Joist may all be knocked out and used for cross ventilation. Deeperjoists that what Is structurally needed may be advantageous in ventilation design. Consult local building official and/or ventilation specialist for specific ventlaUon requirements. BIRDSMOUTH CUTS BCI• Joists maybe blydsmouth cut only at the low and support. BCI• Joists with blydsmouth cuts may lever up to 2'-6" past the low end support. The bottom flange must sit fully on the support and may not overhang the Inside face of the support. High end supports and Intermediate supports may not be blydsmouth cut. Boise Cascade EWP - Eastem Specifier Guide • O&U/2015 Roof Span Tables Maximum clear span in feet and inches, based on horizontal spans. Live Dead Load Load psfj [psfj and •. • Duration BCI04500s 1.8 Series BCI® 5000s 1.8 Series 13/4" Flange Width 2" Flange Width 9Y2" BCI.4500s 1.8 4112 4112 8112 or to to Less 8/12 12/12 11Y." BCI.4500s 1.8 4112 4/12 8/12 or to to Less 8/12 12/12 14" BCI.4500s 1.8 4/12 4/12 8/12 or to to Less 8/12 12/12 16" BCI.4500s 1.8 4/12 4/12 8/12 or to to Less 8/12 12/12 9Yi' BCI.5000s 1.8 11'/s" BCIO 5000s 1.8 14" BCI.5000s 1.8 4/12 or Less 4/12 I to 8/12 8/12 I to 12/12 4/12 or Less 4/12 I to 8/12 8/12 I to 12/12 4/12 or Less 4/12 to 8/12 8/12 to 12/12 Non- 1 20 10 23'-10" 22'6" 20'-10' 26-5" 20-T 24'-10` 37-T 30'-S" 26-X 36-T 33'-8" 31'-3" 4AU 23'-5" 21'-9" 29%7" 27"41 26-11' 33'-8" 31'-9" 29'-5" Snow 20 15 122'-T' 21'-3" 19'-7" 26-11" 25'-3' 27 4" 30'-T 28'-9" 256" 33-T 31'-10" 29-4" 23'-6" 22'-1" 20'-5" 28'-0" 26'-4" 24'-4" 1'-10' T-11 27'-7" 125%1 20 1 20 21'-T 20'-2" 16-7" 26-8- 24'4" 27-1" 25-2" 274" 25'4" 31'4- 30'-3" 27-10" 22'-5" 21V' 19'4" 26-9" 26-U' 23'-0" 30'-5" 28'-5' 26'-2" 25 10 274" 21'-5" 19-11" 26-11" 256" 234" 30-2- 294" 26-11' 37-3- 31'-7- 29-10" 23'-T' 22'4" 20'-9" 28--1" 26-7" 24'-9" 1'-11` 3a-2" 28'-1" 25 15 21'-7' 20'4" 16-10' 26-T 24'-2" 27-5" 28-2' 27-5° 256' W-1' 29'-4" 26-3" 22'6" 21'-2" 1T-7" 6'-10" 25'-3" 23'-4" 30'-3" 28'-8" 26'-7" 12" O.C. 30 10 21'4° 206' 151" 2S 9' 24'-5' 27 9" 26-T2T 9° 25' 11' 30-Y 25 8" 28'-8" 22'-T' 21' 4" 19'-11' 6' -10" 25'-5" 23'4' 30'-4" 28'-11' 2T-0" Snow 30 15 20'-T 19'-T 19-Y 24' Y 23'-4" 21'4" 26-T 26-11" 24'-T 28-5' 2T-T 26'-10" 21'-7' 20'-5" 18'-11' 25'-9" 24'-4" 27-7" 28'-6" 2T6" 26-8" 115% 40 10 541' 18'-11" 1T-10' 23'-Y 276' 21'3" 25'3" 2,01" 24'-Y 2T-0" 264" 26'-1" 2U-6' 19'-8" 18'-T 24'-5" 523'-" 27-2" 2T-2" 26-8" 2S-2" 40 15 19'-Y' 18'4" 17-1" 224" 21'4' 20'4" 2,N" 23'-T' 22'-11" 26-T25-2" 246" 20'-2" 19'-1" 1T-10' 2S-8" 22'-9" 21'-3" 5'-10" 25'-4" 24'-1" 50 10 193' 17-T 16-T 21'-Y 29-10' 19'-T 23'-1' 27-10" 27-5" 244' 24'-4" 24'4" 19-a' 18'-3" 17'-3" 226" 21%9" 2a-7" 4'-10" 24'6" 23'-5" 50 15 1T-11° 1T-4" 16'-3" 294' 20'-0" 19'4" 27-YI21'-9' 21'-3' Mr 23-T 27-9" 19'-0" 18'-1"16'-11 1'-10i21%5" 20'-2" 23'-9" 23'-4"22'-1a Non- Snow 125% 20 20 20 10 15 20 21'-T 20'6" 19'6" 20'-5' 19'-3" 19-3" 19-11' 1T-T 16-10- 26-T24'-3" 24'4" 23'-3" 22'-11" 21'-9' 276" 21'-1" 20'-0" 29'-3" 27-7' 25'-4" 2T-T 204r 24'-5' 26-T 24'-0" 22'-9' 31'-5" 29'-0" 27-1" 30-7-28'4" 29.2" 20-Y 26'-7" 24%11' 22'-6" 21'4" 20'4" 21'-3" 20'-0" IT-O' 19'-8" 18'6" 17'6" 6'-1 26-5" 324'" 25' 4" 3'-10' 276" 23'6" 22'-0" 0'-10' 30'-6" 8'-11 2T-2", 28'-9" 2T-1" 5'-10' 26'-8" 25'-0" 2T-9" 25 10 204" 19-S' 194' 24'4" 23'-1" 21'6" 26-1" 26-T 24-5" 2T-11" 274" 26-7" 21'-4" 20'-2" 18'-10 25'6" 24'-1" 22'-5" 28'-1" 2T-4" 266" 25 15 19-T 16-5" 17-1" 224" 21'-T 2174' 24'4" 23-9" 27-11" 264" 2S4 24'-5" 2a-5" 19'-2" 1T-9" 24'4" 27-10" 21'-2" 26-2" 2S6" 24'-1" 16" O.C. 30 10 19'-T 19-T 17-4' 27-5" 27-0" 20'-T 24'-5" 24'-0" 23'-5" 26'-1" 264' 26-(r 20'-5" 19' 4" IVA" 24'-1" 23'-1" 21'6" 26'-3" 25'-9" 24'-5" Snow 30 15 18'-7' 1T-T 16-T 21'-1' 20'-T 154" 23-0" 27-5" 21'-9" 24'-T 24'-0" 23'-3' 19'-T' 18'6" I 1T-2" 22'6" 22'-0" 20'-5" 24'6" 24'-1" 2T-3" 115% 40 10 1T4' 1T-1" 16-2" 20-1" 19-T 15-T 21'-10" 21'-T 21A' 23-C 2Y-O' 27-7, 18'-T' 1T-10' 16'-10' 21'-7" 21'-3" 20'-1" 23'6" 23'-2" 22'-8" 40 15 16-10" 16'6" 16-T 15-1" 11W 19-7 29-10" 20-T 19-IT 27-T 21'-10" 21'-3" 18'-1" 174" 16--1" 20'6" 20'-1" 19'-3" 274" 21'-11" 21'4" 50 10 15 Y 15' 10" 15-0" 194" 19-1" 17-9" 19'-11" 19 9° 19 5" 21'4 21'-1" 20'-9' 17'-2" 16'6" 15'6" 19'6 19'-5" 18'6" 21'-5" 21'-2" 20'-10 50 15 16-T; 16-7 W-ir 17-7" 17-3" 16-10' 15-Y 18-10' 18-5" 2U-S 20'-1' 19'4" 16'6" 16'-4" 15'4' 18'-10 i 18'6" 18'-1" Non- Snow 125% 20 20 20 10 15 20 204" 19-3" 194- 19-2" 18'-1' 17-7' I 174" 16-T 15'-9" 24'-7' 27-T 21'-2" 22'-10" 21'6" 20-5" 21'-2" 19-10" 19-T 26-10" 24%9" 23'-1" 26-11" 24'-0' 274" 24'-1" I 27-T 21'-3" 26-8" 26-5" 24'4" 1 28-0" 1 256" 2T-10" 26-W 24'4. 22.9" 21'-2" 20'-0" 19'-1" 19'-11' 18'-10' 1T-10' 18'6" 17'4" 16'-5" 25'-2" 3'-10 22'4- 23'-9" 22'-6' 21'-4" 22'-1" 20'-8" 19%7" 28'-8" 26'-7" 4'.to ' 27'-0" 25'6" 23'-11 26-1" 2Y-6. i 22'-3" 25 10 19'-3" 18'-3" 1T-0" 21'-10' 21'-5" 26'-2" 23'-10" 23'4" I 276" 256° 14'-11" 24'-3" 20'-1" 194" 17'6" 236" 22'-7" 21'-1" 25'-7" 26-1"123'-11' 25 15 16-0" 174" 16-T 2U-5" 19-10" 15-1" 27-3" 21'4" 2U-IU' 23'-5' 23-1" 274' 17-2" 18'-0" 16'-8" 1'-11" 21'-4" 19'-11' 3'-10" 23'-3" 22'-5" 19.211 O.C. 30 10 18'4' 1T-5" 16-3" 20'-5" 20-1" 15-5' 27-3" 21'41" 21'4" 23'-10" 23'-5" 27-10" 19'-2" 18'-2" 16-11' 22'-0" 21'-7" 2a-2" 3'-11" 2S6" 27-11, Snow 30 15 16'-11" 16-T 16-T 19Z 19-T 18'-2' 29-11" 2lP-S" 19-19' 27-S" 21'-10" 21'-2" 18'-3" 17'-4" 16-1" 20'6" 20'-2" 19'-2" 22'6" 22'-0" 21'-3" 115% 40 10 15-2" 15'-11" 15-Y 18'-3" 184" 1T4" 19-11" 194" 15-3' 21'4" 21'-0" 2a-T 1T-4" 16-9" 15'-10' 19'-8" 19'4" 18'-10' 21'-5" 21'-1" 20'6" 40 15 164" 164r 14'6" 17-5' 17-1" 16-T 16-11" UP" 16-1" 29-3" 19'-10. 194'16'6" 16-2- 15'-2" 18'6" 18'-4" 1T-10' 20'4" 26-T 19'-5" 50 50 10 15 14'-T 14'-1't13'-1Q' W-15" 14'-1" 13'-T 16Z 160 166' 15-9' 16-Y 15'-4" 19-Y 1T-5° 18-(r 1 1T-7 1T$ 16'-T 19'-5" 184' 15-3' 18 4° 16-11" 1T-11" 16-10' 15'-2"114'-11 115'6" 14'6" 14' 4" 1 T-11", 1 T-9" 17'-2"16'-11"i 1 T-5" 19-T 119 " 19'-0" Non- 1 20 10 16-IT 17'-9" I 166" 27.0" 21'-1" 19'-T' 24'-0' 23'-5" 274" 25'-T I 25-0 24'-3" 19'-7" 18'6" 17'-2" 23'-4" 22'-0" 20'-5" 25,4, 25'-0" 23'-3" Snow 20 15 1T-10" 16'-T 15'-5" 20'-3" 19'4" 194" 27.1" 21'-5" 20'-T 23'4" 22'41" 274r 18'6" 17'-5" 16-1"' 1'-10' 20'-9" 19'-2" 2S-9" 23'4" 21'-9" 125% 20 20 164' 15' 11" 14'-T 18'-11" 18'-3" 17-5" 2U-r 19-1 1"l 19-0" 27-1" 21'-3" 20'4" 17'-8" 16'-7' 15'-3" 20'-4" 19-8" 18'-2" 27-2" 21'-5" 20'-5" 25 10 17-3" 16-10" 16-T 19'6" 15-7' 19-7" 21'3" 20'-10" 20'-3' 27-T 27-3" 21'4" 18'6" 17'-T' 164" 21'-0" 20'-7" 1 19'6" 2'-10" 27-5" 21'-9" 25 15 164" 16-T' 14'-10" 19-7' 17-9" 17-1" 19'-10" 194' 18'-8" 21'-3" 204" 15-11" 17'-3" 16'6" 15'-5" 19'-7" 19-1" 18'4" 21'4" 20'-9" 20'-0" 24' o.c. 30 10 16-1" 15'-10" 1S-1" 18-3" 1T-11" 17-T 15-11" 19-7- 15-1" 21'-3" 20'-11" 20'-5" 17'-f" 16-10" 16-8" 19-7' 19'-3" 18'-9" 21'-5" 21'-0" 20'6" Snow 30 15 15'-2" 14%T 144" 17-2" 16-T 16-3" 18-T 19-3" 174" 20'-0" 196" 19-11" 16'-3" 15'-11 14'-11' 18'-5" 18'-0" 1T-5" 2a-1" 19'-8" 19-0" 115% 40 10 14W 14'-2" 13'-11' 164' 16-1" 16-T 17,-10" 17,-7, 17-2" 19-V 19-T 19-5" 16-6' 15'-3" 14'-7" 17'-T 174" 16-11' 19'-2" 18'-10" 18'6" 40 15 13'4" 13'-5" 134" 166" 153' 14'-10" 16'-11' 16'4 16'-Y 19-1" 17-9" 17-T 14'-5" 14'-0" 13'-7" 16'6" 16'-0".15'-10" 164" 16-11' 15'-7" 18'-2" 1T-10" 1T-5"',17-2" 17'4" 16'-7" 50 , 50 j 10 15 13'-2" 13-0' 17-717.4' 17- T 12'- 1" 14'- 11- 14' 3" 14- 14'- 0" 146° 13'- T 15- 3'15-1" 15- T 1 15 4" 15 9 1T-4' 1T-Y J14'-9 15_- 10" 14'-2" 13'-11" 14'- 11` 16-T 1G-0" 15-3" Table values are limited by shear, moment, total load deflection equal to L/180 and live load deflection equal to U240. Check the local building code for other deflection limits that may apply. Table values represent the most restrictive of simple or multiple span applications. Analyze multiple span joists with the BC CALC° software if the length of any span is less than half the length of an adjacent span. Table values assume minimum bearing lengths without web stiffeners for joist depths of 16 inches and less. Boise Cascade E%P • Eastem specifier Guide • OV041205 This table was designed to apply to a broad range of applica- tions. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALC• software. Slope roof joists at least 1/4" over 12" to minimize ponding. Allowable spans and loads shall be adjusted and checked for wind load as required by local building code. Roof Span Tables Maximum clear span in feet and inches, based on horizontal spans. Live Dead Load Load psq [psf] 115% and 125% Load Duration BCI.6000s 1.8 Series 25/,6" Flange Width z BCI.6000s-1.8_ __- 4/12 1 4/12 8/12 or to to Less 8/12 12/12 BCI•6000s_1.8..__.. 4/12 4/12 8/12 or to to Less 8/12 12/12 BCI06000s 1.8 _ 4/12 4112 8/12 or to to Less 8/12 12/12 BCI.6000s 1.8 4/12 4/12 8/12 or to to Less 8/12 12/12 Non- 20 10 26'-0" 24'-0" 22'-9" 30'-11" 29'-2" 27-U" 36-2" 33'-2" 30'-9" 38'-10" 36'-7" 34'-0" Snow 20 15 24'-7" 23'-1" 21'-4" 29'-3" 27'-6" 25'-4" 33'-3" 31'-3' 28'-10" 36'-9" 34'-6" 31'-10" 125% 20 20 23'-6" 1 22'-0" 20'-2" 2T-11" 1 26'-1" 24'4r 31'-9" 29-9" 2T4" 35'-1" 3T-10" 30'-2" 25 10 24'-8" 23'4" 21'-8" 29'-4" 2T-9" 25'-10" 33'4" 31'-0" 294" WAY' 34'-10" 32'-5" 25 15 23'-6" 27-2" 21Y-6" 28'-0" 264" 24'-5" 31'-10" 29'-11" 2T-9" 34'-11" 33'-1" 30'-8" 12" O.C. 30 10 23'-7" 22'4" 20'-10" 2V-U' 26-T' 24'-9" 31'-11" 31Y-2" 28'-2" 35'-1" 3T-5" 31'-2" Snow 30 15 27-7" 21'-4" 19'-9" 26-11" 26 4" 2S-6" 30'-7" 28'-10r' 25-9" 3Y-U' 31'-11" 29-7" 115% 40 10 21'-5" 20'-7" 19'-5" 2S-6" 24'-0" 23'-1" 29-0" 27*-10" 25-3" 31'4" 30'-9" 29-0" 40 15 21--1" 20'-0" 18'-T' 25'-1" 2S-9" 27-2" 27-11" 2T-1" 25'-2" 29AT 29-3" 27-10" 50 10 19-10" 19'-1" 18'-1" 23'-7" 22'-8" 21'-0" 26'-9" 26-T 24'-0" 28'-8" 28'-3" 2T-1" 50 15 19'-10" 18'-11" 17-8" 23'-7" 22'-6" 21'-0" 26-8" 25'-3" 23'-11" 2T-5" 27'-0" 26-5" Non- 20 10 23'-0" 22'-2" 2a-7" 28'-0" 26-5" 24'.6" 31'-10" 30'-0" 27'-10" 35'-7' 33'-2" 30'-10" Snow 20 15 22'-3" 1 20'-11" 19'4" 26'-6" 24'-11" 2S-0" 30'-2" 28'11" 26'-7' 33'-4" 31'4" 28'-11" 125% 20 20 21'-3" MAI" 18'4" 25'-3" 2S-8" 21'-9" 28'-9" 26-11" 24'-9" 31'-5" 29-9" 27-5" 25 10 22'-4" 21'-1" 191-8" 26'-T' 25'-1" 2S-5" 30'-3" 28'-7" 26'-7" 37-5" 31'-T' 29-5" 25 15 21'4" 2U-1" 18'-T' 25W 23'-10" 22--1" 28'-3" 2T-2" 25'-2" 30'-3" 29'-5" 2T-9" c. O.C. 30 10 21'-4" 20'-3" 18'-10" 25'-5" 24'4' 22'-5" 28'.4" 2T-4" 25'-6" 30'-4" 25-9" 28'-3" Snow 30 15 20'-6" 194" 1T-11" 24'4" 2Y-U' 21'.4" 26'-8" 26-0" 24'-3" 28'-0" 27'-10" 26-10" 115% 40 10 19-5" 18'-7" 1 T-7" 23'-1" 22'-2" 20'-11" 25'-5" 26-0" 23'-10" 27'-2" 26-9" 26-2" 40 15 19-1" 18'-1" 16-10" 27-2" 2v-6" 20-1" 24'-2" 23'4" 27-11Y' 26-10" 254" 24'-8" 50 10 18'-0" 17'-3" 164, 21'-3" 20'-6" 19'-6" 2S-2"I 2T-11" 27-2" 24'-9" 24'-6" 24'-1" 50 15 1T-11" 1T-1" 164r 20'4" 20'-0" 19'-0" 22'-2" 21'-10" 21'-4" 23Ar 23'4" 27-10" Non- 20 10 22'-1" 29-1a' 194" 26-3" 24'-10" 23'-0" 29'-11" 28'-3" 26-2" 3T-1" 31'-2" 28'-11" Snow 20 15 20-11" 19' 8" 18'-2" 24'-11" 23'-5" 21'-7" 2F4" 26'-T' 24'-7" 30'-8" 29'-5" 27'-2" 125% 20 20 19' 11" 18' 8" 1T-2" 23'-9 22'-3" 20'-5" 26'-10" 25-4" 23'-3" 28'-8" 27' 8" 25'-9" 25 10 21'-0" 19'-10" 18'-0" 24'-11" 23'-T' 22'-0" 2T-8" 26-10" 25'-0" 29-7' 28'-11" 27'-8" 25 15 20'-0" 18'-10" 17'-5" 23'-8" 22'-5" 2a-9" 25'-9" 25'-1" 23'-7" 27-T' 26-10" 26-11" 19.2" O.C. 30 10 21Y-1" 19-al 17'-9" 23'-9" 22'-T' 21'-1" 26-10" 25'-5" 24'-0" 27'-8" 2T-2" 26-6" Snow 30 15 1T-3" 18'-2" 16-10" 22'4" 21'-7" 20'-0" 24'4" 23'-9" 27-10" 26-0" 25'-5" 24'-7" 115% 40 10 18'-3" 1 T-0" 16-6" 21'-3" 2a-10" 191-8" 23'-2" 27-10" 22'-4" 24'-9" 24'-5" 23'-11" 40 15 1T-10" 1T-0" 16-10" 20'-2" 19-10" 18'-10" 27-0" 21'-T' 21'-0" 23'-6" 23--1" 22'-6" 50 10 16-10" 16-2" 16 4" 19-5" 19'-2" 18'-3" 21'-1" 20'-10" 201-6" 27-7' 274" 21'-11" 50 15 16'4" 16'-1" 15'4' 18'-7" 18'-3" 17-10" 20'-3" 19-11" 19-5" 21'-8" 21'-3" 20'-10" Non- 20 10 20'-6" 19'-4" 1T-11" 244" 2T-0" 21'-4" 2T-9" 26'-2" 24'-3" 29'-9" 28'-11" 26'-10" Snow1 20 15 19'4" 18'-2" 1 16-10" 23'-0" 21'-8" 20'-0" 25'-8" 24'-8" 1 22'-9" 27-5" 26'-T' 25'-2" 125% 120 1 20 18'-6" 1 17'-3" 1 15'-11" 22'-0" 20'-7" 18'-11" 23'-11" 23-1" 21'-7" 26-7" 24'-9" 23'-7" 25 1 10 19-5" 18'4" 17'-1" 22'-8" 21'-10" 20'4" 24'-8" 24'-2" 23'-2" 26-5" 26-10" 26-2" 25 15 18'-6" 17'-5" 16'-2" 21'-2" 20'-T' 19'-3" 23'-0" 22'-5" 21'-8" 24'-8" 24'-0" 23'-2" 24" O.C. 30 10 18'-7" 1T-T 16'-5" 21'-2" 20'-10" 19-6" 23'-1" 22'-8" 22'-2" 24'-9" 24'-3" 23'-8" Snow 30 15 1T-7" 16-9" 15'-7" 19-11" 19'-6" 18'-T' 21%9" 21'-3" 20NT 23'-3" 22'-8" 21'-11" 115% 40 10 16'-9" 16-2" 15'-3" 19'-0" 181-8" 18'-2" 20'-8" 2U 4" 21Y-0" 22--1" 21'-9" 21'4" 40 15 16-11" 15'-7' 14'-8" 18'-0" 1 T-8" 1 T-2" 19'-8" 19'-3" 18'-9" 21'-0" 20'-7" 19-8" 50 10 15' 3" 14'-11" 14'-3" 17'-4" 17'-1" 16'-10" 18-10 18'" 18'" 19-10" 19'-5" 18'-9" 50 15 14'-7" 14'4" 13-11" 16-7" 164" IS- 1" 17'-11" 17'4 16-6" 18'-3" 1T-8" 16-10" EVVP • Eastern Specifier Guide • 0&04/2015 Roof Span Tables Maximum clear span in feet and inches, based on horizontal spans. Live Dead Load Load psfj [psi[ 115% and 125% Load Duration BCI® 6500s 1.8 Series 29/16" Flange Width 9%' BCI° 6500s 1.8 11 Y:_' BCI° 6_500s 1.8 4/12 4/12 8/12 or I to to Less 8/12 12/12 14" BCI.6500s 1.8 16" BC_ 1° 650_0s 1.8 4/12 4/12 I 8/12 or i to I to Less 8/12 12/12 4/12 or Less 4/12 to 8/12 8/12 to 12/12 4/12 or Less 4/12 to 8/12 8/12 to 12/12 Non- 20 10 26-10" 25'-3" 23'-6" 31'-10" 30'-0" 27'-10" 36'-2" 34'-1" 31'-8" 40'.0" 37'-8" 35'-0" Snow 20 15 23'-10" 22'-0" 30'-2" 28'-4" 26'-1" 34'-3" 32'-2" 29'-8" 37'-10" 35'-7" 32'-10" 125% 20 20 24'-3" 22'-8" 20'-10" 28%9" 26'-11" 24'-9" 32'-8" 30'-7" 28'-2" 36'-1" 33'-10" 31'-1" 25 10 25'-5" 24'-1" 22'-5" 30'-3" 28'-7" 26'-7" 34'-4" 32'-6" 30'-3" 37'-11" 35'-10" 33'-5" 25 15 24'-3" 22'-10" 21'-2" 28'-10" 27'-2" 25'-1" 32'-9" 30'-10" 28'-7" 36'-2" 34'-1" 31'-7" 12" O.C. 30 10 24'-4" 23'-0" 21'-6" 28'-11" 27'-4" 25'-6" 32'-10" 31'-1" 29'-0" 36'-3" 34'-4" 32'-1" Snow 30 15 23'-4" 22'-0" 20'-5" 27'-8" 26'-2" 24'-3" 31'-6" 29'-9" 27'-7" 34'-8" 32'-10" 30'-6" 115% 40 10 22'-2" 21'-3" 20'-0" 26'-4" 25'-3" 23'-10" 29'-11" 28'-8" 27'-1" 33'-0" 31'-8" 29'-11" 40 15 21'-9" 20'-7" 19'-3" 26-11" 24'-6" 22'-10" 29'-5" 27'-10" 25'-11" 31'-5" 30'-9" 28'-8" 50 15 20-6" 19'-6" 18'-3" 24'-4" 23'-2" 21'-8"— 28'-5" 27 -3— 27-0" 26'-4" 24'-8" 28. 11"- Non- 20 10 24'-4" 22'-11" 21'-3" 28'-10" 27'-2" 264' 32'-10" 30'-11" 28'-8" 36'-3" 34'-2" 31'4" Snow 1 20 1 15 23'-0" 21'-7" 19'-11" 27'-4" 25'-8" 23'-8" 31'-1" 29'-2" 26-11" 34'-4" 32'-3" 29'-9" 125%1 20 1 20 21'-11" 1 20'-6" 1 18'-11" 26'-1" 24'-5" 22'-5" 29'-8" 27'-9" 25'-6" 32'-9" 30'-8" 28'-2" 25 10 23'-1" 21'-10" 20'-4" 27'-5" 25'-11" 24'-1" 31'-2" 29'-5" 27'-5" 34'-1" 32'-6" 30'-3" 25 15 22'-0" 20'-8" 19'-2" 26'-1" 24'-7" 22%9" 29'-8" 27'-11" 25'-11" 31'-10" 30'-11" 28'-7" 16" O.C. 30 10 22'-0" 20'-10" 19'-6" 26'-2" 24'-9" 23'-1" 29'-9" 28'-2" 26'-4" 31'-11" 31'-2" 29'-1" Snow 30 15 21'-1" 19'-11" 18'-6" 25'-1" 23'-8" 22'-0" 28'-1" 26-11" 25'-0" 30'-0" 29'-4" 27'-7" 115% 40 10 20'-0" 19'-3" 18'-2" 23'-10" 22'-10" 21'-7" 26'-9" 26'-0" 24'-6" 28'-7" 28'-2" 27'-1" 40 15 19'-9" 18'-8" 17'-5" 23'-4" 22'-2" 20'-8" 25'-5" 24'-11" 23'-6" 27'-2" 26'-8" 25'-11" 50 10 18'-6" 17'-9" 16'-11" 22'-1" 21'-2" 20'-1" 24'-5" 24'-1" 22'-10" 26'-1" 25'4' 25'-3" 50 15 18'-6" 17'-8" 16'-6" 21'-5" 21'-0" 19'-8" 23'-5" 23'-0" 22'-4" 25'-0" 1 24'-7" 24'-0" Non- 20 10 22-10 21'-6" 20'-0" 27'-1" 25'-7" 23'-9" 30'-10" 29'-1" 27'-0" 34'-0" 32'-1" 29'-10" Snow 20 15 21'-7" 20'-3" 18'-9" 25'-8" 24'-1" 22'-3" 29'-2" 27'-5" 25'-4" 32'-3" 30'4" 1 27'-11" 125% 20 20 20'-7" 19'-3" 17'-9" 24'-6" 22'-11" 21'-1" 27'-10" 26--1" 24'-0" 30'-2" 28'-9" 26'-6" 25 10 21'-8" 20'-6" 19'-1" 25'-9" 24'-4" 22'-8" 29'-1" 27'-8" 25'-9" 31'4" 30'-6" 28'-5" 25 15 20'-8" 19'-5" 18'-0" 24'-6" 23'-1" 21'-5" 27'-2" 26'-3" 24'-4" 29'-0" 28'-3" 26'-11" O.C.o.c. 30 10 20'-8" 19'-7" 18'-3" 24'-7" 23'-3" 21'-9" 27'-3" 26'-6" 24'-8" 29 'A" 28'-7" 27'-4" Snow 30 15 19'-10" 18'-9" 17'-5" 23'-6" 22'-3" 20'-8" 25'-7" 25'-0" 23'-6" 27'-5" 26'-9" 25'-11" 115% 40 10 18'-10" 18'-1" 17'-1" 22'-4" 21'-5" 20'-3" 24'-4" 24'-0" 23'-0" 26'-1" 25'-8" 25'-2" 40 15 18'-6" 17'-6" 16'-4" 21'-3" 20'-10" 19'-5" 23'-2" 22'-9" 22'-1" 24'4" 24'-4" 23'-8" 50 50 10 15 17'-5" 17'-3" t 16'-8" 16'-7" 1 15'-10" 15'-6" 20'-5" 19'-7" 19'-10" 19'-3" 18'-10" 18'-5" 22'-3" 21'-4" 22'-0" 21'-0" i 21'-5" 20'-6 23'-9" 22'-10" I 23'-6" 22'-2" 23'-1" 21'-2" Non- 20 10 21'-1" 19'-11" 18'-6" 25'-1"' 23'-8" 22'-0" 28'-6" 26' 11" 25'-0" 31.-4" 29'-9" 27,-7" Snow 20 15 20'-0" 18'-9" 17'-4" 23'-9" 22'-4" 20'-7" 27'-0" 25'-5" 23'-5" MA I" 28'-0" 25'-11" 125% 20 20 19'A" 17'-10" 16%5" 22'-8" 21'-3" 19%6" 25'-3" 24'-2" 22'-2" 26-11" 26'-0" 24'-6" 25 10 20'-0" 18'-11" 17'-8" 23'-10" 22'-6" 21'-0" 26'-0" 25'-6" 23'-10" 27'-10" 27'-3" 26'-4" 25 15 19'-1" 18'-0" 16'-8" 22'-3" 21'-5" 19'-10" 24'-3" 23'-7" 22'-6" 25'-11" 25'-3" 24'-4" c. O.C. 30 10 19'-2" 18'-2" 16'-11" 22'-4" 21'-7" 20'-1" 24'-4" 23--11" 22'-11" 26'-0" 25'-7" 24'-11" Snow 30 15 18'-4" 17'-4" 16'-1" 21'-0" 20'-6" 19'A" 22'-10" 22'-4" 21'-7" 24'-5" 23'-11" 23'-1" 115% 40 10 17'-5" 16'-8" 15'-9" 20'-0" 19%8" 18'-9" 21'-9" 21'-5" 21'-0" 23'-3" 22'-11" 22'4" 40 15 — 16'-9" 16'-2" 15'-1" 19'-0" 18'-7" 18'-0" 20'-8" 20'-4" 19'-3" 21'-7" 20'-9" 19'-8" 50 50 , 10 15 16'-1" 15'-5" 15'-5" 14'-8" 15'-2" 14'-4" 18'-3" 17'-3" 18'-0" 16'-8" 17'-5" 15'-11" 19'-6" 17'-11" 19'-0" 17'-4" ! 18'-5" 16'-6" 19'-10" I 18'-3" I 19'-5" 17'-8" i 18'-9" 16'-10" Table values are limited by shear, moment, total load deflection equal to L/180 and live load deflection equal to L/240. Check the local building code for other deflection limits that may apply. Table values represent the most restrictive of simple or multiple span applications. Analyze multiple span joists with the BC CALC• software if the length of any span is less than half the length of an adjacent span. Table values assume minimum bearing lengths without web stiffeners for joist depths of 16 inches and less. This table was designed to apply to a broad range of applica- tions. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALC• software. Slope roof joists at least 1/4" over 12" to minimize ponding. Allowable spans and loads shall be adjusted and checked for wind load as required by local building code. Boise Cascade EV/P • Eastem Specifier Guide • 08-04,2015 Roof Span Tables Maximum clear span in feet and inches, based on horizontal spans. Live Dead Load Load Ipsq Ipsf] 115% and 125% Load BCI® 60s 2.0 Series 25/,6" Flange Width Duration BCI® 90s 2.0 Series 3'/" Flange Width 117/." BCI° 60S 2.0 14" SCI• 60s 2.0 4/12 4/12_' 8/12 or to i to Less 8/12 112/12 16" BOO 60s 2.0 11Y" BCIO 90s 2.0 14" BCI. 90s 2.0 4/12 4/12 8/12 or ; to I to Less • 8/12 , 12/12 16" BOO 90s 2.0 4/12 or Less 4/12 to 8/12 8/12 to 12/12 4112 or Less 4/12 to 8/12 8/12 to 12/12 1 4/12 1or Less 4112 1 to 8/12 E8/12 4/12 or Less 4/12 to 8/12 8/12 to 12/12 Non- 20 10 34'-1" 32'-2" 29'-10' 38'-9" 36'-7" 3T-11" 42'-11" 40'-6" 37'-7" 39'-0" 36'-10" 34'-2" 44'-3" 41'-9" 38'-9" 49'-0" 46'-3" 42'-11.' Snow 20 15 32'-4" 30'-4" 28'-0" 36'-9" 34'-6" 31'-10" 40'-8" 38'-3" 35'-3" 37'-0" 34'-9" 32'-1" 41'-11" 39'-4" 36'-4" 46'-5" 43'-7" 40'-3" 125% 20 20 30'-10' 28'-10' 26'-6" 35'-1" 32'-10' 30'-2" 38'-10' 36'-4" 33'-5" 35'-3" 33'-0" 30'-4" 39'-11" 37'-5" 34'-5" 44%3" 41'-5" 38--1" 25 10 32'-5" 30'-7" 28'-6" 36'-10' 34'-10' 32'-5" 40'-10' 38'-7" 35'-11" 37'-1" 35'-0" 32'-7" 42'-0" 39'-8" 36'-11' 46'-6" 44'-0" 40'-11" 25 15 30'-11" 29--1" 26--11" 35'-2" 33'-1" 30'-7" 38'-11" 36'-8" 33'-11" 35'-4" 33'-3" 30'-10' 40'-1" 37'-9" 34'-11" 44'-4" 41'-9" 38'-8" 12" 30 10 31'-0" 29'-4" 2T-4" 35'-3" 33'-4" 31'-1" 39'-0" 36'-11" 34'-5" 35'-5" 33'-7" 31'-4" 40'-2" 38'-0" 35'-6" 44'-6" 42'-1" 39'-4" O.C. Snow 30 15 29'-8" 28'-0" 26'-0" 33'-9" 31'-10" 29'-7" 37'-5" 35'-3" 32'-9" 34'-0" 32'-1" 29'-9" 38'-6" 36'-4" 33'-9" 42'-8" 40'-3" 37'4" 115% 40 10 28'-2" 27'-0" 2T-6" 32,_1" 30'4" 29'-0" 35'-6" 34'-1" 32,_2" 32'-3" 30'-11" 29._2" 364-6" 35'4" 33'_1" 40'-6" 38'_10' 36,4. 40 15 VA" 26'-3" 24'-6" 31'-7" NAT 27'-10' 34'-11" 33'-l" 30'-10' 31'4" 30'-0" 28'4" 36'4" 34'4" 31'4" 39--10" 37'4" 35'-2" 50 50 10 15 26'-1" 26'-1" 25'-0" 24'-10' 23'-9" 234-3" 29'-8" 29'-8" 28'-6" 28'-3" 2T-0" 26%5" 32'-11" 32'-11" 31'-6" 31'-4" 29'-11' 29'-3" 29'-10 29'-10"128'-5" 28 =8" 27'-2" 26'-7" 33'-10' 33--10"I 32.5" 32'-3" 30'-10' 30' 1" 37'-6" 37'-6", 35'-11" 35' 8" 34'-2" 33'-5" Non- 1 20 1 10 MA I" 29'_2" 27'-1" 35'-2" 33'-2" 30%9" 38'-11' 36'-9" 34,_1.. 35.4" 33._4. 31'-0" 40'-1" 37'_10" 364" 44'-5" 41'-11" 38'-11" Snowl 20 1 15 29'-3" 27'-6" 25'-5" 33'4" 31'-3" 28'-10' 36'41" 34'4" 32'4" 33' 6" 31'-6" 29'-1" 37'-11" 35'-8" 32'-11" 42'-0,' 39'4" 36'.6" 125% r 20 20 27'-11" 26'_2" 24--1" 31'-9" 29'-9" 27'_4" 35'-2" 32•_11" 30'-4" 31'-11" 29'-11" 2T-6" 36•_2" 33'-11" 31'-2" 40'-1" 37'_7' 34•_7" 25 1 10 29'4" 2T-9" 25'-10' 33'-5" 31%7" 29'-5" 3T-0" 34'-11" 32'-7" 3T-7" 31'-9" 29'-7" 38'-1" 36'-0" 33'-6" 42'-2" 39'-10" 37'-l" 25 15 28'-0" 26'-4" 24'-5" VAT 30'-0" 27'-9" 35'4" 33'4" 30'-9" 32'-0" 30'-2" 2T-11" 36'4" 34'4" 31'4" 40'4" 37--10" 35'-l" 16" 30 10 28'-1" 26'-7" 24'-10' 31'-11" 30'4" 28'-2" 364" 33'-6" 31'-3" 32'-1" 30'4" 28'4" 36'4" 34'-5" 32'-2" 40'-3" 38'-2" 3514" O.C. Snow 30 15 26'-11" 25'-5" 23'-7" 30'-7" 28'-10' 26'-10' 33'-11" 32'-0" 29'-8" 30'-9" 29'-0" 27'-0" 34'-10" 32'-11" 30'4" 38'-7" 36'-5" 33'-10' 115% 40 10 25'-6" 24'4" 23'-l" 29'4" 27'-10' 26'-4" 32'4" 30'-10' 29'-2" 29'-2" 28'4" 26'4" 33'-1" 31'4" 30'4" 36'4" 35'-2" 33'4" 40 15 25'-1" 23'4" 22'4" 28'-7" 27'_1" 25'4" 31'4" 30'4" 27'-11" 28'4" 27'4" 25'4" 32,_7" 30'40" 28'4" 36--1" 34'4" 31'40" 50 10 2T-7" 22'-8" 21'4" 26'-10' 25'4" 24'4" 29'4" 28'-7" 27'-1" 27'-0" 25'-11" 24'-7" 30'-7" 29'-5" 27'-11" 33'-11" 32'-7" 30'-11' 50 1 15 23'4" 22'-6" 21'4" 26'-10' 25'-7" 23._11" 28'-7" 27'4" 26'-5" 27'4" 25'4" 24'_1'. 30'_7" 29,_2" 2T-3" 33'-11"1 32'-4" 30'-3" Non- 20 10 29'-1" 27'-5" 25'-5" 33'-0" 31'-2" 28'-11" 36'-7" 34'-6" 32'-0" 33'-3" 31'-4" 29'-1" 37'-8" 35'-6" 33'-0" 41'-8" 39'-4" 36'-7" Snow 20 15 2T-6" 25'-10' 23'-10' 31'-3" 29'-5" 27--1" 34'-8" 32'-7" 30'-1" 31'-5" 29'-T- 27'-3" 35'-8" 33'-6" 30'-11" 39'-6" 37'-1.1 14'-3" 125% 20 20 26'4" 24'-7" 22'-7" 29'-10' 27--11" 25'4" 33'4" 30'41" 28'4" 30'4" 28'-1" 25'-10' 34'-0" 31'-10" 29'-3" 37'-8" 35'4" 32--5" 25 1 10 2T-7" 26'-1" 24'-3" 31'-4" 29'-8" 27'-7" 34'-9" 32'-10' 30'-7" 31--6" 29--10" 27'-9" 35'4" 33--10" 31'4" 39'-7" 37'-5" 34'-11" 25 15 26'-3" 24'-9" 22'-11" 29'-11" 28'-2" 26'_1.. 33'_1" 31'-2" 28'41" 30'-1" 28'4" 26'4" 34'_1" 32._1" 29'4" 37'_9" 35'-7" 32'-11" 19.2 30 10 26'-4" 25'-0" 23'-4" 30'-0" 28%5" 26'-6" 3T-2" 31'-5" 29'-4" 30'-l" 28'-7" 26'4" 34'-2" 32'-4" 30'-2" 37'10" 35'-10" 33'-6" o.c. Snow 30 15 25'-3" 23'-10' 22'-2" 28'-9" 27'-1" 25'-2" 31'-10" 30'-0" 27'-11" 28'-10" 27'-3" 25'4" 32'-9" 30'-11" 28'-8" 36'-3" 34'4" 31'-10" 115% 40 10 24'-0" 23'4" 21'4" 27'4" 26'4" 24'4" 30'4" 29'4" 27'4" 2T-5" 26'-3" 24'-10" 31'-0" 29'-10" 28'-2" 34'-5" 33'4" 31'4" 40 15 23'-7" 20'-10' 26'-10' 25'-5" 23'4" 28'_1" 27'4" 25'-7" 26'-11" 25'_6" 23'-10' 30'-7" 28'-11" 27'-0" 33'-10" 32'_1" 29,_11" 50- 50 10 15 22'-2" 22'-2" 22•4" 21'-3" 21'-2" 20'-3"- 19'-9" 25'-3" 23'-9" 24'-2" 2T-0" 2T-0" 21'-11" 25'-10' 23'-9" 25-4- 23'-0" 24'-5" 21'-11" 25-4- 25'-4 24'-4" t24'-2" 23'-1" 22'-7" 28'-8" 28'-8" 27'-7" 27'-5" 26'-2" 25'-7" 31-40- 29'4"128'-8" 30'-7" 29'-l" 27'-5" Non- 20 1 10 26'-11" 25'-5" 23'-7" 30'-7" 28'-10' 26'-10' 33'-11" 32'-0" 29'4" 30'-9'4 29'-0" 1 2T-0" 34'-10" 32'-11" 30'-7" 38'-T- 36'-5" 33'-10' Snow 20 1 15 25'-6" 23.41" 22'-1" 28'_11" 27'_2" 25'-2" 32,_1" 30'-2" 27'-10' 29'-1" 27'-4" 25'-3" 33'-0" 31'-0" 28'-8" 36'-7" 34,4" 31'4" 125% 20 20 24'4" 22'4" 20'11" 27'-7" 25'-10" 23'-10' 30'-7" 28'-8" 26'-4" 27'-9" 26'-0" 123'-11" 31'-5" 29'-6" 27'-1" 34'-10" 32'-8" 30'-1" 25 10 25'-6" 24'_2" 22'-6" 29'-0" 27'-6" 25'-7" 32'-2" 30'-5" 28'4" 29'_2" 27.4" 25'-9" 33'_1" 31'4" 29'4" 36'-8" 34'-8" 32'4" 25 15 24'4" 22'-11" 21'-3" 2T-8" 26'-1" 24'-2" 30'-8" 28'-11" 26'4' 27'-10" 26'-3" 24'41 31'-6" 29'-9" 27'-6" 34'-11" 32'41" 30'-6" 24" 30 10 24'-5" 23'-1" 21'-7" 2T-9" 26'4" 24'4" 30'4" 29'-l" 27'4" 2T-11" 26'-5" 24'-8" 31'-7" 29'-11" 28'-0" 36-0" 33'-2" 31'-0" O.C. Snow 30 15 23'-4" 22'-1" 20'-6" 26'-7" 25'-1" 23'-4" 27'-4" 26'-1" 24'-5" 26'4" 25'4" 23'-5" 30'4" 28'-7" 26'-7" 33'-7" 31'4" 29'-5" 115% 40 10 22'-2" 21'-3" 20'-1" 24'-9" 24'-1" 22'-10'24'-9" 24'-1" 2T-1" 25'-4" 24'4" 23'-0" 28'-8" 27'-7" 26'-1" 30'-11" 30'-0" 28'-10' 40 15 21'-10" 20'-8" 19%3" 22'-5" 21'-6" 20'-5" 19'-6" 17'-6" 22'4" 20'-8" 19'-0" 21'-6" 20'-2" 18'-4" 20'4" 19'-6" 1—T-6" 24'-11" 23'-5" 23'-4" 23'-7" 22'-6" 22'-4" 22'4" 21'-5" 20'41" 27'4" 25'-7" 26'-8" 24'-11" 25'4" 24'-1" 21'-8" 28'4" 25' 9" 23'-8" 26'-11" 25'-2" j 22'-11" 25'4" 24'-4" 21'_10•' 50 50 10 15 20'-6" 19'-0" 19'-8" 18'-4" 18'-9" 17'-6" 20'-8" 19'-0" 20'-2" 18'-4" 23'4" 22'-9" 1 ' I. So:se Cascade EVP • Eastem Speatier Guide • 0844/2015 Roof Load Tables Allowable Uniform Roof Load in pounds per lineal foot [PLF]) 115% and 125% Load Duration Use of these tables should be limited to roof slopes of 31/2' per foot or less. For steeper slopes, see pages 15-18. BCI® 4500s 1.8 Series 11/" Flange Width 9Y2" BCI® 4500s 1.8 11 %" BCI® 4500s 1.8 14" BCI® 4500s 1.8 16" BCI® 4500s 1.8 Total Load Deflect. Total Load I Deflect. Total Load Deflect. Total Load I Deflect. Span Length Snow 115% Non- Snow 125% U240 Snow 115% I Non- I Snow 125% U240 Snow 115% I Non- I Snow 125% U240 Snow 115% I Non - I Snow 125% U240 6 315 343 338 367 353 383 356 387 7 270 294 289 315 302 329 305 332 8 236 257 253 275 264 287 267 290 9 210 228 225 245 235 255 237 258 10 189 205 202 220 211 230 214 232 11 172 187 184 200 192 209 194 211 12 147 160 169 183 176 191 178 193 13 125 136 156 169 162 177 164 179 14 108 118 107 139 151 151 164 152 166 15 94 102 88 121 131 141 153 142 155 16 83 90 73 106 115 126 137 133 145 17 73 80 61 94 102 111 121 125 136 18 65 67 51 84 91 99 108 113 123 19 58 58 44 75 82 73 89 97 102 111 20 49 49 38 68 74 63 80 87 92 100 21 43 43 33 61 67 54 73 79 83 90 22 56 61 47 66 72 76 82 23 51 54 42 61 66 69 75 24 47 48 37 56 60 54 64 69 25 1 43 43 32 51 56 48 59 64 26 47 51 42 54 59 27 44 48 38 50 54 28 41 44 34 47 51 46 29 43 47 41 30 40 44 37 Total Load values are limited by shear, moment, or deflection equal to U180. Deflection values (Deflect.) are limited by live load deflection equal to U240. Check the local building code for other deflection limits that may apply. Both the Total Load and Deflection columns must be checked. Where a Deflection value is not shown, the Total Load value will control. Table values apply to either simple or multiple span joists. Span is measured center to center of the minimum required bearing length. Analyze multiple span joists with the BC CALC® software if the length of any span is less than half the length of an adjacent span. Slope roof joists at least %4 inch over 12 inches to minimize ponding Table values assume minimum bearing lengths without web stiffeners for joist depths of 16 inches and less. This table was designed to apply to a broad range of applications. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALC® software. Allowable spans and loads shall be adjusted and checked for wind load as required by local building code. Boise Cascade EWP - Eastern Speorier Guide - 0810412015 Roof _Load -Tables_ - -- - - - -- - --- - - - - - Allowable Uniform Roof Load in pounds per lineal foot [PLF]) 115% and 125% Load Duration Use of these tables should be limited to roof slopes of 3'/z" per foot or less. For steeper slopes, see pages 15-18. BCI® 5000s 1.8 Series 2" Flange Width 9'/2" BCI® 5000s 1.8 11W BCI® 5000s 1.8 14" BCI® 5000s 1.8 Total Load Deflect. Total Load I Deflect. Total Load Deflect. Span Length Snow 115% Non -Snow 125% U240 Snow 115% Non -Snow 125% U240 Snow 115% Non -Snow 125% U240 6 315 343 338 367 353 383 7 270 294 289 315 302 329 8 236 257 253 275 264 287 9 210 228 225 245 235 255 10 189 205 202 220 211 230 11 172 187 184 200 192 209 12 157 171 169 183 176 191 13 145 158 156 169 162 177 14 125 136 120 144 157 151 164 15 109 118 98 135 147 141 153 16 95 104 81 122 133 132 143 17 85 89 68 108 118 124 135 18 75 76 58 96 105 114 124 19 65 65 49 87 94 82 103 112 20 56 56 42 78 85 71 93 101 21 48 48 37 71 77 61 84 91 22 42 42 32 64 70 54 76 83 23 59 62 47 70 76 68 24 54 54 41 64 70 60 25 48 48 37 59 64 54 26 43 1 43 1 33 1 55 1 59 48 27 1 1 51 1 55 1 43 28 1 1 47 1 50 1 38 Boise Cascade EWP - Eastem Specifier Guide • 0810412015 Roof Load Tables Allowable Uniform Roof Load in pounds per lineal foot [PLF]) 115% and 125% Load Duration Use of these tables should be limited to roof slopes of 31/2" per foot or less. For steeper slopes, see pages 15-18. BCI® 6000s 1.8 Series 25/16" Flange Width 91/2" BCI® 6000s 1.8 11'/e' BCI® 6000s 1.8 14" BCI® 6000s 1.8 16" BCI® 6000s 1.8 Total Load I Deflect. Total Load Deflect. Total Load Deflect. Total Load Deflect. Span Length Snow 115% Non- Snow 125% L/240 Snow 115% Non- Snow 125% L/240 Snow 115% Non- Snow 125% L/240 Snow 115% Non - Snow 125% L/240 6 360 392 375 408 390 424 398 432 7 309 336 322 350 334 364 341 371 8 270 294 281 306 293 318 298 324 9 240 261 250 272 260 283 265 288 10 216 235 225 245 234 254 238 259 11 196 213 204 222 213 231 217 236 12 180 196 187 204 195 212 199 216 13 166 180 173 188 180 196 183 199 14 145 158 135 161 175 167 182 170 185 15 126 137 111 150 163 156 169 159 173 16 111 121 92 140 153 146 159 149 162 17 98 101 78 126 137 137 149 140 152 18 86 86 66 112 122 108 130 141 132 144 19 74 74 56 101 110 92 120 130 125 136 20 63 63 48 91 99 80 108 117 119 129 21 55 55 1 42 83 90 69 98 107 112 122 22 48 48 36 75 79 60 89 97 1 88 102 111 23 42 42 32 69 70 53 82 89 78 93 101 24 61 61 1 47 75 81 68 86 93 25 54 54 42 69 75 61 79 86 26 49 49 37 64 69 54 73 79 27 43 43 33 59 63 1 48 67 73 65 28 1 55 I 57 1 44 63 68 58 Total Load values are limited by shear, moment, or deflection equal to L/180. Deflection values (Deflect.) are limited by live load deflection equal to L/240. Check the local building code for other deflection limits that may apply Both the Total Load and Deflection columns must be checked. Where a Deflection value is not shown, the Total Load value will control. Table values apply to either simple or multiple span joists. Span is measured center to center of the minimum required bearing length. Analyze multiple span joists with the BC CALC• software if the length of any span is less than half the length of an adjacent span. Slope roof joists at least'/4 inch over 12 inches to minimize ponding. Table values assume minimum bearing lengths without web stiffeners for joist depths of 16 inches and less. This table was designed to apply to a broad range of applications. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALC• software. Allowable spans and loads shall be adjusted and checked for wind load as required by local building code. Boise Cascade EwP • Eastern Specifier Guide • 08/04/2015 AM Roof Load Tables Allowable Uniform Roof Load in pounds per lineal foot [PLF]) 115% and 125% Load Duration Use of these tables should be limited to roof slopes of 31/2" per foot or less. For steeper slopes, see pages 15-18. BCI® 6500s 1.8 Series 29/16" Flange Width 9'/2" BCI® 6500s 1.8 1 TI/a" BCI® 6500s 1.8 14" BCI® 6500s 1.8 16" BCI® 6500s 1.8 Total Load I Deflect. Total Load Deflect. Total Load I Deflect. Total Load I Deflect. Span Length Snow 115% Non- Snow 125% L/240 Snow 115e,6 Non- Snow 125% Snow L/240 115% Non- Snow 125e% L/240 Snow 1150A Non - Snow 125% L/240 6 360 392 375 408 390 424 398 432 7 309 336 322 350 334 364 341 371 8 270 294 281 306 293 318 298 324 9 240 261 250 272 260 283 265 288 10 216 235 225 245 234 254 238 259 11 196 213 204 222 213 231 217 236 12 180 196 187 204 195 212 199 216 13 166 180 173 188 180 196 183 199 14 154 168 147 161 175 167 182 170 185 15 140 152 121 150 163 156 169 159 173 16 123 132 101 140 153 146 159 149 162 17 109 111 85 132 144 137 149 140 152 18 94 94 72 125 135 118 130 141 132 144 19 80 80 61 112 122 101 123 134 125 136 20 69 69 53 101 110 87 117 127 119 129 21 60 60 46 91 99 76 108 118 113 123 22 52 52 40 83 87 66 99 107 96 108 118 23 46 46 35 76 76 58 90 98 84 103 112 24 41 41 31 67 67 51 83 90 74 95 103 25 60 60 45 76 83 66 87 95 26 53 53 40 71 77 59 81 88 79 27 47 47 36 65 69 53 75 81 71 28 43 43 32 61 62 47 69 76 63 29 56 56 43 65 70 57 30 51 51 39 60 66 52 31 46 46 35 57 62 47 32 42 42 32 53 56 43 33 50 51 39 34 47 47 36 35 43 43 33 Boise Cascade EWP - Easlem Specifier Guide - 08/04/2015 Roof Load Tables Allowable Uniform Roof Load in pounds per lineal foot [PLF]) 115% and 125% Load Duration Use of these tables should be limited to roof slopes of 3'/z' per foot or less. For steeper slopes, see pages 15-18. BCI® 60s 2.0 Series 25/16" Flange Width BCI® 90s 2.0 Series 31/2" Flange Width 117/e" BCI® 60s 2.0 14" BCI® 60s 2.0 16" BCI® 60s 2.0 11'/:' BCI® 90s 2.0 14" BCI® 90s 2.0 16" BCI® 90s 2.0 Total Load 'Dellect I Total Load Deflect I Deflect- Total Load Total Load I Deflact Total Load I Dellect- Total Load I Span Length Snow ill o Non- ISnow a l Snow o Non- Snow o f1240o Snow Non- I Snow f o Snow o Non- I Snow ' oU2400 Snow Non- Snow 0 Non - Snow' Snow 0 o I 6 413 449 413 449 413 449 507 551 510 555 514 559 7 354 385 354 385 354 385 434 472 437 476 441 479 8 309 336 309 336 309 336 380 413 383 416 385 419 9 275 299 275 299 275 299 338 367 340 370 343 372 10 247 269 247 269 247 269 304 330 306 333 308 335 11 225 245 225 245 225 245 276 300 278 302 280 305 12 206 224 206 224 206 224 253 275 255 277 257 279 13 190 207 190 207 190 207 234 254 235 256 237 258 14 177 192 177 192 177 192 217 236 218 238 220 239 15 165 179 165 179 165 179 202 220 204 222 205 223 16 154 168 154 168 154 168 190 206 191 208 192 209 17 145 158 145 158 145 158 178 194 180 196 181 197 18 137 149 137 149 137 149 169 183 170 185 171 186 19 130 141 123 130 141 130 141 160 174 161 175 162 176 20 123 134 106 123 134 123 134 152 165 153 166 154 167 21 118 121 92 118 128 118 128 144 157 134 145 158 147 159 22 106 106 81 112 122 112 122 138 150 118 139 151 140 152 23 93 93 71 107 117 103 107 117 132 136 104 133 144 134 145 24 82 82 63 103 112 91 103 112 120 120 92 127 138 128 139 25 73 73 56 99 106 81 99 107 107 107 82 122 133 117 123 134 26 65 65 50 94 94 72 95 103 96 96 73 117 128 104 118 129 27 58 58 44 85 85 65 91 99 87 86 86 65 113 123 94 114 124 28 52 52 40 76 76 58 88 96 78 77 77 59 109 110 84 110 119 29 47 47 36 69 69 52 85 92 71 70 70 53 100 100 76 106 115 102 30 43 43 32 62 62 47 82 84 64 63 63 48 91 91 69 102 111 93 31 56 56 43 76 76 58 57 57 44 82 82 63 99 108 85 32 51 51 39 69 69 53 52 52 40 75 75 57 96 101 77 33 47 47 36 63 63 48 48 48 36 69 69 52 92 92 71 34 43 43 33 58 58 44 44 44 33 1 63 1 63 48 85 85 65 35 53 53 41 1 40 1 40 31 58 1 58 44 78 78 59 Total Load values are limited by shear, moment, or deflection equal to L/180. Deflection values (Deflect.) are limited by live load deflection equal to L/240. Check the local building code for other deflection limits that may apply. Both the Total Load and Deflection columns must be checked. Where a Deflection value is not shown, the Total Load value will control. Boise Ccscade EV P • Eastem Specifier Guide • OV0412015 Table values apply to either simple or multiple span joists. Span is measured center to center of the minimum required bearing length. Analyze multiple span joists with the BC CALC° software if the ength of any span is less than half the length of an adjacent span. Slope roof joists at least '/4 inch over 12 inches to minimize ponding. Table values assume minimum bearing lengths without web stiffeners for joist depths of 16 inches and less. This table was designed to apply to a broad range of applications It may be possible to exceed the limitations of this table by analyzing a specific application with the BC Az t_ software. Allowable spans and loads shall be adjusted and checked for wind load as required by local building code. BCI® Design Properties BCI® Joist Series Depth inches] Weigght plf] Moment ft-Ibs) El x 10e lb-in2](Ibs] K x 10e Shear Ibs] End Reaction [Ibs] Intermediate Reaction [Ibs] 1' W' Bearing 3'/2" Bearing TS' Bearing 5'/." Bearing No WSM, WSM No WS01 WSM NoWSMWSJNoWSMWSM9% 2.1 2360 155 5 1475 950 1125 1125 1275 2100 2350 j 2525 2750 4500s 11'/• 2.4 3025 260 6 1625 950 1425 1425 1475 2250 2850 2525 3000 1. 8 1 14 2.7 3585 380 8 1825 950 1525 1450 1725 2350 3050 2525 3200 16 3.0 4090 515 9 1975 950 1625 1475 1975 2400 3200 i 2525 3350 9% 2.3 2725 175 5 1475 950 1125 1125 1275 2100 2350 2525 2750 5000S 117/a 2.6 3485 295 6 1625 950 1425 1425 1475 2250 2850 i 2525 3000 1. 8 14 2.9 4130 430 8 1825 950 1525 1475 1725 2350 3050 ' 2525 3200 16 3.1 4715 580 9 1975 950 1625 1500 1975 2400 3200 2525 3350 9% 2.5 3165 200 5 1575 1175 1375 1375 1425 2400 2650 2700 2750 6000s 11'/a 2.8 4060 335 6 1675 1175 1425 1425 1475 2500 2850 2900 3000 1. 8 14 3.1 4815 490 8 1925 1175 1525 1525 1725 2600 3150 2925 3200 16 3.3 5495 660 9 2175 1175 1625 1550 1975 1 2650 3350 2950 3350 9% 2.7 3505 220 5 1575 1175 1375 1375 1425 2400 2650 2700 2750 6500s 11'/e 3.0 4495 365 7 1675 1175 1425 1425 1475 2500 2850 2900 3000 1. 8 14 3.3 5330 535 8 1925 1175 1525 1525 1725 2600 3150 2925 3200 16 3.5 6085 720 9 2175 1175 1625 1550 1975 2650 3350 2950 3350 3. 2 6235 450 7 1675 1175 1425 1425 1475 2750 2850 3200 3250 60s11% 2. 0 14 3.5 7440 660 8 1925 1175 1525 1525 1725 2750 3450 3200 3650 0 16 3.8 8520 895 9 2175 1175 1625 1550 1975 2750 3650 3200 3750 11% 4.3 9550 675 7 2150 1425 1850 1800 1950 3375 3700 : 4000 4350 90S 2. 0 14 4.6 11390 980 8 2350 1450 1950 1850 2150 3400 3850 4100 4450 16 4.9 13050 1330 9 2550 1475 2150 1900 2350 3425 4000 4200 4650 NOTES: 1) No web stiffeners required. 2) web stiffeners required. Moment, shear and reaction values based upon a load duration of 100% and may be adjusted for other load durations. Design values listed are applicable for Allowable Stress Design (ASD). No additional repetitive member increase allowed. BUILDING CODE EVALUATION REPORT ICC ESR 1336 (IBC, IRC) 5W14 W12 384 El K 0 = deflection [in] uniform load [lb/in] I = clear span (in] El = bending stiffness [lb-in2J K = shear deformation coefficient [lb] BCI® Closest Allowable Nail Spacing Nailing Perpendicular to Glue Lines (Wide Face) Nailing Parallel to Glue Lines Narrow Face) Nail Size All BCI® Joists Nailing Perpendicular to Glue Line Wide Face Nailing Parallel to Glue Line Narrow Face O. C. Spacing inches End of Joist inches O. C. Spacing inches End of Joist inches 8d Box 0.113'ta x 2.5') 2 1 %2 4 1'/z 8d Common (0.131"o x 2.5') 2 1'/2 4 3 10d & 12d Box 0.128'e x 3', 3.25') 2 1'/2 4 3 16d Box (0.135'e x 3.5') 2 1'/2 4 3 10d & 12d Common & 16d Sinker (0.148'e x T, 3.25') 3 2 6 4 16d Common 0.162'e x 3.5' 3 2 6 4 BCI® Diaphragm Table (1) BCI° Series Dia hra m Capacity Mm Ib/ft Unblocked Blocked 4500s, 5000S As permitted for 2x framing 320 Ib/ft for 6" o.c. nailing ® panel edges 425 Ib/ft for 4" o.c. nailing, staggered, @ panel edges inbuildingcode6000s, 6500s As permitted for 3x framing 360 Ib/ft for 6" o.c. nailing @ panel edges 480 Ib/ft for 4" o.c. nailing, staggered ® panel edges buildingcoderin 60S'90S As permitted for 3x framing As permitted for 3x framing in building code with nail in building code I spacing no closer than 3" o.c. NOTES If more than one row of nails is used, the rows must be offset at least 2 inch. Simpson Strong -Tie A35 connectors may be attached to the side of BCI.60s & 90S joist flanges only. Use nails as specified by Simpson Strong -Tie; do not attach connectors on both sides of a flange at the same location. 1) See table 6 of ICC ESR 1336. 2) BCI joists may be substituted for solid sawn framing in horizontal wood diaphragms as shown in Table 2306. 3.1 of the IBC or Table 23-II-H of the UBC. 3) Diaphragm nailing shall not exceed BCI closest allowable nail spacing limits. Boise Cascade EVJP • Eastern Specifier Guide • 0844/2015 Boise -Cascade Rimboard-_ Boise. Cascade Rimboard Product Profiles 91/i' 11 1/a" 14" 16" 1 ", 11/8" ill 15/16 h 13,/Ir BC RIM BC RIM VERSA -LAM® VERSA -LAM® BOARD® OSB BOARD®* 1.4 1800* 2.03100 Product may not be available. Check with supplier or Boise Cascade representative for availability. Perpendicular See chart for vertical loadity. Min. ad nails at W o.c. per IRC. Connection per design professional of record's specification for shear transfer. Parallel Exterior Wall Sheathing See chart for vertical load capacity. Max. /W thickness SCIO/AJSa Joists parapet to rim or _ parallel to dm P Connection per design professional of record's specification for shear transfer. W dill through Ions (ASTM A307 Grades Aaa. SAE J429 Grades 1 or 2, or higher with washers and nub) at W dia lag screws (full penetration), staggered YI" n"""Mln" In. /IA .wl A nL In AI"r Back Joist length Connection 12'O' a, Ian 2 rows W bon at lag acraw, 24' o.c, 300 pit mac 2 rows W bah or lag screw. 16' o.c. (450 pm max.) Note: Far maw bads greater 11- 40 psf, anther deed bade greeter than 10 psf, a¢a armecaarh par max pit values dw m above. Treated Ledger• Use only fasteners that are approved rot use With Corresponding Wood treatment aOISE CASCADE' Rimboard Notes: Design of moisture control by others (only structural components shown above). For information on deck lateral bad connections to meet the 20090012 IRC, contact Boise Cascade EWP Engineering. For use of proprietary screws to attach ledger, consult screw manufacturer literature. For further information on residential ded(design, see AWC DCA 6, Prescriptive Resklenhat Wood Deck Construction Guide. Boise Cascade Rimboard Properties Vertical Load Capacity Allowable Design Values Compression Maximum Floor Diaphragm Modulus of Horizontal Perpendicular Uniform Point Lateral Capacity Flexural Stress Elasticity Shear to Grain Product I Ib Ib/ft Ibfi Ib/in Win Ibrn V BC RIM BOARD°m 3300 3500 180 Limited capabilities, span abilities, see note 2pp1" BC RIM BOARD° OSB (2) 1'/a" BC RIM BOARD° OSB RI 4400 3500 180 Limited span capabilities, see note 2 15/,e" VERSA -LAM° 1.41800 0) 6000 I 4450 Permitted per building code for all nominal 2' thick framing floor diaphragms 1800 1,400,000 225 525 1'/4" VERSA -LAM* 2.0 3100 (1) 5700 I 4300 Permitted per building code for all nominal 2" thick framing floor diaphragms 3100 2,000,000 285 750 NotesProduct Closest Allowable Nail Spacing - 1. See ICC ESR 1040 for further 1" BC RIM BOARDOm IW' BC RIM 1sha" VERSA -LAM 11/4" VERSA -LAM° Narrow Face [in] product information. 1" BC RIM BOARD° OSB m BOARD° OSB RI 1.418000) 2.0 3100 01 2. See Performance Rated 8d Box (0.113"o x 2.5') 3 3 3 3 Rim Boards, APA EWS W345K for further product information. 8d Common (0.131"ra x 2.5") 3 3 3 3 10d & 12d Box (0.128"o x 3', 3.25') See publication in note 2 for 3 3 16d Box (0.135"o x 3.5') 3 3 4 4 10d & 12dCommon & further nailing information. 64Sinker (0148:e_x_3:, 3.25') 6 6 16dCommon (0.162"e x 3.5") Boise Cascade EWP - Eastem Specifier Guide • 08/04/2015 VERSA -LAMS Products An Introduction to VERSA -LAM® Products When you specify VERSA -LAM® laminated veneer headers/beams, you are building quality into your design. They are excellent as floor and roof framing supports or as headers for doors, windows and garage doors and columns. Because they have no camber, VERSA -LAM' LVL products provide flatter, quieter floors, and consequently, the builder can expect happier customers with significantly fewer call backs. VERSA -LAM® -Beam -Architectural- Specifications - Scope: This work includes the complete furnishing and installation of all VERSA - LAM* beams as shown on the drawings, herein specified and necessary to com- plete the work. Materials: Southern Pine or Douglas fir veneers, laminated in a press with all grain parallel with the length of the member. Glues used in lamination are phenol formaldehyde and isocyanate exterior -type adhesives which comply with ASTM D2559. Design: VERSA -LAM® beams shall be sized and detailed to fit the dimensions and loads indicated on the plans. All designs shall be in accordance with allow- able values developed in accordance with ASTM D5456 and listed in the governing code evaluation service's report and section properties based upon standard engineering principles. Verification of design of the VERSA -LAM® beams by complete calculations shall be available upon request. Drawings: Additional drawings showing layout and detail necessary for determining fit and placement in the buildings are (are not) to be provided by the supplier. Fabrication: VERSA -LAM* beams shall be manufactured in a plant evaluated for fabrication by the governing code evaluation service and under the supervision of a third -party inspection agency listed by the corresponding evaluation service. Storage and Installation: VERSA -LAM® beams, if stored prior to erection, shall be stored on stickers spaced a maximum of 15 ft. apart. Beams shall be stored on a dry, level surface and protected from the weather. They shall be handled with care so they are not damaged. VERSA -LAM® beams are to be installed in accordance with the plans and Boise Cascade EWP's Installation Guide. Temporary construction loads which cause stresses beyond design limits are not permitted. Erection bracing shall be provided to assure adequate lateral support for the individual beams and the entire system until the sheathing material has been applied. Codes: VERSA -LAM* beams shall be evaluated by a model code evaluation service. Allowable Holes in. VERSA -LAM° Beams --- - - See Note 3 Notes 1. Square and rectangular holes are not permitted. 2. Round holes may be drilled or cut with a hole saw anywhere within the shaded area of the beam. 3. The horizontal distance between adjacent holes must be at least two times the size of the larger hole. 4. Do not drill more than three access holes in any four foot long section of beam. 5. The maximum round hole diameter permitted is: Beam Depth Max. Hole Diameter 5'/2" a/:' 7'/4" V 9%" and greater 2" a Depth a Depth a Depth a Span '/a Span -'V" End Bearing Intermediate Bearing 6. These limitations apply to holes drilled for plumbing or wiring access only. The size and location of holes drilled for fasteners are governed by the provisions of the National Design Specification* for Wood Construction. 7. Beams deflect under load. Size holes to provide clearance where required. 8. This hole chart is valid for beams supporting uniform load only. For beams supporting concentrated loads or for beams with larger holes, contact Boise Cascade EWP Engineering. Boise Cascade EVJP • Eastem Specifier Guide • 08/04/2015 VERSA -LAM® Beam Details Bearing at concrete/masonry walls Bearing for door or window header Beam to beam connector Bearing at column Provide Strap per code If top plate Is moisture barrier and not continuous over header. Verity hanger lateral restraint spaceace air capacity with required hangeratbearin between manufacturer VERSAjo concrete columandwood. Column connector per design professional 1®Trimmers ::f record Slope seat cut Bevel cut Beam to concrete/masonry walls Bearing framing into wall Wood top plate must be flush with Inside of wall I Strap per code if Sloped seat cut I Hanger top plate Is not Not to exceed I continuous Inside face I of bearing. R DO NOT bevel cut VERSA4 AM* beyond Inside face of wall without approval from Blocking not Boise Cascade EWP Engineering Moisture barrier between shown for clarity. or BC CALC'software analysis. concrete and wood VERSA -LAMB Installation Notes Minimum of'h" air space between beam and wall pocket or adequate barrier must be VERSA -LAM* beams are intended for interior applications only and should be kept as dry provided between beam and concrete/masonry, as possible during construction. Adequate bearing shall be provided. If not shown on plans, please refer to load tables in Continuous lateral support of top of beam shall be provided (side or top bearing framing) your region's Specifier Guide. Multiple- Member- Connectors-- - - - --- - - ir Side -Loaded Applications Maximum Uniform Side Load (p)f] Nailed m h" Ole. Through Bolt (1) Y.' Ole. Through Boltl'i Number 2 rows 18d rows 16d 2 rows ( 2 rows @ 2 rows 2 rows ® 2 rows @ 2 rowsofSinkers@Sinkers24" o.e. 12' o c 8' o.c 24" o.c. 12" o.c. @ 6' o.c. Members 12' o.c. 12' o c stanaered staggered sta lannered staggered 1%" VERSA -LAM* (Depths of 18" and less) 2 1 470 1 705 1 505 1 1010 1 2020 1 560 1 1120 2245 3M 350 1 525 375 755 1515 420 840 1 1685 4M use bolt schedule 335 670 1345 370 745 1 1495 3'W' VERSA -LAM* 2M use bolt schedule 855 1 1715 1 N/A 1125 2250 1 N/A 1%" VERSA -LAM- (Depths of 24") Number Nailed m h' Die. Through Bolt(li X' Die. Through Bolt(" 3 rows 16d 4 rows 16d 3 rows 0 3 rows @ 3 rows @ 3 rows @ 3 rows @ 3 rowsof Members Sinkers ® Sinkers @ 24" o.c. 8" 18" o.c. 6" 12" o.c. 4" 24' o.c. 8" 18' o.c. 6" 12' o.c. 4" 12' o.c. 12" o.c. stannered stsonered stagnered slandered stanaered stactnered 2 705 940 755 1010 1515 840 1120 1685 3 m 525 705 565 755 1135 630 840 1260 4 w 1 use bolt schedule 505 670 1010 560 745 1120 1. Design valuespappN to eemmon s talanddard 819 Y119881 f9AS TM A307 orr2, or nigher) AA wa9h r tless Nan as tandard cut washer shall be between the wood and the bolt head and between the wood and the nut. The distance from the edge of the beam to the bolt holes must be at least 2* for W bolts and 2%' for'W bolts. Bolt holes shall be the same diameter as the bolt 2. The nail schedules shown apply to both sides of a 3-member beam. 3. 164 box nails = 0.135 diameter x 3.5' length. 16d sinker nails = 0.148' diameter x 3.25- length. 4. 7' wide beams must be top -loaded or loaded from both sides /lessersideshallbenolessthan45%of opposite side) Top -Loaded Applications For top -loaded beams and beams with side loads with less than those shown Plies Depth Nailing t11 ax mum norm Load From One Side 2) 13/." plies Depths 111X" 6 less 2 rows 16d box/sinker nails @ 12" o.c. 400 pit Depths 14" - 18" 3 rows 16d box/sinker nails @ 12" o.c. 600 pff Depth = 24" 4 rows 16d box/sinker nails a 12" o.c. 800 pit 3) 1Y."" plies m Depths 11'/." 8 less 2 rows 16d box/sinker nails @ 12" o.c 300 pif De the 14" - 18" 3 rows 16d box/sinker nails 12" o.c. 450 If Oe th = 24" 4 rows 16d box/sinker nails @ 12" o.c. 600 pit 4) tY."p lies De the 18" 8 less 2 rows IN bolts @ 24' o.c, staggered 335 pff Depth = 24" 3 rows W bolts @ 24' o.c., staggered eve 8" 505 pit 2) 3h" plies Depths 18" 8 less 2 rows W bolts @ 24- o.c, staggered 855 pit Depth 20" - 24" 3 rows 'A' bolts @ 24' o.c, staggered eve 8' 1285 pit 1 The nail schedules shown apply to and by 25%for ramsnow bed mots 7. Connggllion values are based upon both sides of a 3-member beam where die buildng code allows. the 201 NDS 2. 1 ppox nails = 0.135 diameter x 3.5' length, 16d nails = 0.148' 5. use allowable load tables or BC CALC• to beams. 8. FeetanMaster TrussLok, Simpson Strong-Tls SOW SOS, and"1ISPsinker diameter x 3.25' lerpth. 3 Beams wider than 7' must be software site 6. An equivalent specific Brevity of 0 5 may be used when designing or WS straws may also be used to connect multiple member VERSA - designed by the engineer of record. Vpecrfrc corm cbons withVERSA-LAM. LAAf beams contact Boise Cascade EWa Engineering for4Alvaluesinthesetablesmayhe increased b/ 15%for snow -load roofs furtMr IMomutlon. Boise Cascade EWP • Eastem Specifier Guide • OW0412015 Designing Connections for Multiple VERSA -LAM® Members When using multiple ply VERSA -LAM* beams to create a wider member, the connection of the plies is as critical as determining the beam size When side loaded beams are not connected properly, the inside plies do not support their share of the load and thus the load -carrying capacity of the full member decreases significantly. The following is an example of how to size and connect a multiple -ply VERSA -LAM* floor beam. Given: Beam shown below is supporting residential floor load 40 psf live load, 10 psf dead load) and is spanning 16'-0" Beam depth is limited to 14"._ n Find: A multiple 1'/V ply VERSA -LAM* that is adequate to support the design loads and the member's proper connection schedule. 1. Calculate the tributary width that beam is supporting: 14'/ 2 + 18'/ 2 = 16' 2. Use PLF tables on pages 28-30 of ESG or BC CALC* to size beam. A Triple VERSA -LAM* 2 0 3100 13/." x 14" is found to adequately support the design loads 3. Calculate the maximum pit load from one side the right side in this case). Max. Side Load = (18' / 2) x (40 + 10 psf) = 450 pit 4. Go to the Multiple Member Connection Table, Side -Loaded Applications, 13/." VERSA -LAM*, 3 members. S. The proper connection schedule must have a capacity greater than the max. side load: Nailed 3 rows 16d sinkers @ 12" o.c, 525 pit is greater than 450 pit OK Bolts, %' diameter 2 rows @ 12" staggered: 755 pit is greater than 450 pit OK VERSA -LAM® Floor Load Tables VERSA -LAM® 2.0 3100 (100% Load Duration) Top Figure Allowable Total Load (plf] KEY TO TABLE Middle Figure Allowable Live Load (plf] Bottom Figures - Minimum Required Bearing Length at End / Intermediate Supports [inches] Span ft] 1Y.' VERSA•LAM4 2.0 3100 Double Ply IY4' VERSA -LAM' 2.0 3100 or 31W VERSA -LAM 2.0 3100 Triple Ply 1'/.' VERSA -LAM• 2.0 3100 or 51/," VERSA•LAM 2.0 3100 Quadruple Ply IY.' VERSA -LAM' 2.0 3100 or 7' VERSA -LAM 2.0 3100 7Y.." 9W 11Yi' 14" 71/4" 9'/C 11%" 1 14" 16" 18" 1 24" 9W 11Yi" 14" 16" 18" 1 20" 1 24" 11'/.- 14" 1 16" 1 18" 1 20" 1 24" 763 1063 1424 1795 1525 2126 2849 3590 4387 5232 5226 3189 4273 5384 6580 7848 7845 1 7838 5697 7179 18773 1 10463 1 10459 1 10451 6 762 1525 I . 1.814.1 2.416.1 3.3/8.2.4.1/10 1.8/4.4 2.4/6.1 3.3/8.2,4.1I10.3,5/12.6 6/15 6/15 2.416.1113.318.2.U/10.35112.8 6115 6115 6/15 3.3/8.2,4.1/10.35/12.6 6/15 6/15 1 6115 479 748 979 1207 957 1492 1957 2414 2886 3402 3913 2237 2936 3622 4328 5103 5876 5870 3914 4829 5771 8803 7834 7828 8 322 724 643 1447 217112.315.71317.51.513.7 2.315.7 317.5 3.719.3 1.513.7 2.315.7 317.5 13.719.3.4.4111.115.21131 6115 3.7/9.3,4.4111.1 5.2113 8115 1 6115 317.5 13.7/0.34.4111.115.21131 6115 1 8115 243 1 551 745 1 909 487 1 1102 1 1489 1 1817.1 2148 2502 3126 1653 2234 2726 3222 3753 4322 4888 2978 3835 4298 5003 5763 0251 10 165 370 724 329 741 1447 1111 2171 2894 1.513 2.1/5.3 2.917.1 3.5/8.7 1.5/3 2.1/5.3 2.917.1 3.518.7.4.1/iO.S 4.8/121 6115 2.115.3 2.917.1 3.518.74.1/10.34.8112, 5/13.8 6/15 2.917.1 3.5187.4.11IO.34.8112 5.51131 8115 182 1 413 05 1 8W 31M 825 1330 1617 l904 2209 2839 1238 1995 2425 2858 3313 3800 4259 2659 3233 3807 4417 5087 5679 11 124 278 544 247 557 1087 835 1631 2175 1.5/3 0/4.4 2.817 3.418.5 1.513 1.7/4.4 2.817 3.4/8.5 4/10.1,4.7/11.7i 6/15 1.7/4.4 2.817 3.418.5 4/10.1 4.7/11.7i5.4/13.4 6/15 2.817 3.418.5 4110.1,4.7/11.75.1/13.4 8/15 139 1 317 1 %5 1 728 279 1 634 1 1170 1 1458 1 1709 1 1977 2601 950 755 2184 2%4 1 2965 3390 1 3901 2340 2912 3418 1 3953 1 4519 1 5201 12 95 1 214 1 419 1 686 191 429 1 837 1 1372 643 1256 2058 1675 2745 1.5/3 1.513.7 2.716.8 3.418.4 1.513 1.513.7 2.7/6.8 3.4/8.4 3.9/9.9 4.6111.4 6115 1.513.7 2.716.8 3.418.4 3.9/9.9 4.6111.4 5.21131 6115 2.7/6.8 3.4/8.1 3.9/9.9 4.6/11.4, 5.2/13 6115 109 248 1 488 1 662 217 496 976 1321 1550 1789 2399 744 1464 1986 2328 2683 3059 3598 1952 2647 3101 3571 4078 4797 13 75 169 329 540 150 337 659 1079 Sim 988 1619 1317 2159 1.513 1.513.1 2.416.1 3.318.3 1.513 1.513.1 2.4/6.1 3.3/8.3 3.9/974.5/11.2 8I15 1.513.1 2.4/8.1 3.3/8.3 3.9/9.7,1.5/11.25.1/12.7r 6115 2.4/6.1 3.3/8.3 3.9/9.74.5/11.25.1/12.7I 6115 86 198 390 585 173 1 395 1 779 1171 1418 1633 2226 593 1169 1756 2128 2449 2786 3338 1 1558 2342 2837 3265 3715 4451 14 60 35 264 432 120 270 527 64 1290 405 791 1296 1935 1055 1728 2580 1.5/3 1 1.513 2.1/5.3 3.2/7.9 1.5/3 1 1513 2.1/5.3 3.2/7.9 3.8/9.8 4.4111 6/15 1.513 2.1/5.3 3.2/79 3.8198 4.4/11 51125 6115 21/5.3 3.2/7.9 38/06 4.4/11 15112.51 6115 70 160 1 316 509 139 320 631 1018 1307 1502 2076 479 947 1527 1960 2253 2558 3113 1262 2036 2814 3003 3410 4151 15 49 110 214 351 98 220 429 703 1049 1 1493 3291 643 1054 1573 2240 858I_1._8_14_6T2_.9_17_.4r3 1 1405 1 2098 2987 1.5/3 1 1.513 1.814.8 2.917.4 1.513 1 1.513 1.8/4.8 2.9/7.4 3.8/9.5,4.3/10.$ 6115 1.513 1.8/4.8 2.9/7.4 3.819.5,4.3/10.44.9/12.3 6115 819.5.4.3/11044.9112.3 6/15 57 1 131 259 1 427 113 262 518 1 854 1 1151 1390 1941 393 1 777 1281 1727 2085 2364 2917 1036 1708 2303 2780 3151 3889 16 40 90 177 289 80 181 353 579 881 1230 271 530 888 1 1298 1848 707 1 1158 1 1728 2481 1.5/3 1.5/31 1.614 12.616.6 1.513 1.513 1.614 2.6/6.8 3.6/8.9,4.3/10.7 6/15 1.5/3 1 1.6/4 2.6/6.8 3.6/8.9,4.3/10.7,4.9/122 6115 1.614 2.618.8 3.8/8.9,4.3/10.7,4.9/122 6115 108 215 355 93 217 430 710 1018 1 1274 1 1826 325 645 1065 1527 1911 1 2196 1 2739 860 1 1420 1 2036 2547 1 2929 1 3652 17 75 147 241 67 151 295 483 720 1 1028 1 - 2261 442 724 1081 1539 1 2111 1 - 589 965 1441 2052 1 2814 1.513 1.5/3.8 2.3/5.9 1.513 1.5/3 1.5/3.8 2.3159 3.3/8.4,'UM0.5 6115 1.513 1.5/3.8 2.3/5.9 3.3/8.44.2/10.6 4.81121 6115 1.513.E 2.3159 3.3/8.4,4.2/ 10.5 4.81121 6115 90 1 180 298 77 181 360 1 596 894 1134 1701 271 540 894 1 1341 1 1701 2051 2552 720 1 1191 1 1788 2268 1 2735 3402 18 1 64 1 124 203 56 127 248 1 407 607 864 191 372 610 1 010 1 1296 1778 496 1 813 1 1214 1728 1 2371 1.513 1.513.2 2.115.2 1.513 1 1.513 l.5/3.2 2.1/5.2 3.1/7.8 419.9 5111141 1.513 1.5/3.2 2.115.2 3.117.8 419.9 4.8/11.95.9/14. 1.5/3.2 2.1/5.2 3.1/7.8 419.9 4.8/11.95.9/14, 76 152 252 65 1 152 1 304 504 758 1016 1592 229 457 757 1 1137 1524 1 1863 2308 609 1 1009 1516 2032 2484 3164 19 54 105 173 48-T 108 211 346 516 735 162 318 519 774 1102 1512 422 691 1032 1470 2016 1.5/3 1.5/3 1.9/4.7 1513 1.5/3 1.5/3 1.9/47 2.8/7 3.7/9.458/!4. 1.5/3 1 1.5/3 1.9/47 2.8/7 3.719.4,4.8111.45.8114. 1.5/3 1.914.7 2.8/7 3.7/9.1,4.8/11.15.8114. 85 1 130 215 54 129 259 430 647 915 1496 191 380 646 971 1373 1678 2243 519 861 1295 1930 2237 2991 20 46 90 148 41 1 93 1 181 1 296 442 1 630 1493 139 1 271 445 664 045 1296 2240 362 593 885 1260 1728 2987 1.513 1.5/3 1.714.2 1.513 1.513 1.513 1.7/4.2 2.5/8.3 3.6/8.95.8/14. 1.5/3 1.513 1.714.2 2.516.3 3.618.9, 3110115.8/14. 1.513 1.7/4.2 2.5/6.3 3.6/8.94.3/10.65.8/14. 96 160 95 192 320 482 692 1304 142 288 480 724 1038 1382 1956 384 640 965 1383 1842 2608 22 88 111 70 138 223 332 473 1122 104 204 334 199 1 710 971 1683 272 1 445 685 947 1299 2244 1.513 11.513.5 1 1.513 1 1.513 1.513.5 2.115.2 317.4 5.8113. 1.513 1 1.5/3 1.513.5 2.115.2 317.4 3.9/9.9;5.6/13. 1.513 1.513.5 2.115.2 317.4 13.919.95.6/13. 53842452885410517225836586480157257 547 750 1298 209 913 512 297 1000 1728 1.513 1.513 1.513 1.513 1.513 1.8144 2.518.3'5.1/12. 1.513 1.513 1.513 1.814.4 2.516.3 3.4/8.85.1/12. 1.513 1.513 1.814.4 2.516.3 3.418.65.1112 56 94 54 111 188 1 288 1 412 1 927 80 1 167 282 429 618 855 1390 223 1 376 572 1 821 1 1139 1953 26 41 87 42 82 135 201 287 880 83 124 202 302 430 590 1020 165 270 103 574 787 1359 1.513 1.U1 1.513 1.513 1.5/3 1.513.7 2.1153'.4.7111. 1.513 1 1.5/3 1 1.513 1.513.7 2.115.3 2.917.314.711 IA 1.513 1 1.5/3 1.513.7 2.1153 2.91734.7/11. 74 87 148 228 1 326 722 61 130 222 338 489 678 1188 174 296 451 652 904 1584 28 54 66 108 161 1 230 44 51 99 162 242 344 472 816 132 218 322 459 630 1088 1.5/3 1.513 1.513 1.5/3.2 1.8/4.8.4.4110 1.513 1 1.5/3 1 1.513 1.513.2 1.8148 2.516.3,4.4110. 1.513 1 1.513 1.5/3.2 1.8/4.8 2.5/6.3,4.4/10. 59 68 1 118 180 262 639 1 102 176 271 393 546 I 059 137 235 361 523 728 1279 30 44 54 88 131 187 442 80 132 1 197 1 280 1 384 664 107 1 176 282 373 1 512 1 885 1.5/3 1.5/3 1.5/3 1.5/3 1.8/4 il.8/9.11 1.5/3 1.5/3 1 1.513 1 1.611 2.215.5 3.819.5 1.513 1 1.513 1 1.513 1 1.6/1 2.2/5.5 3.8/9.5 Total Load values are limited by shear, moment or deflection equal to U240. Total Load values are the capacity of the beam in addition to its own weight. Live Load values are limited by deflection equal to LI360. Check the local building code for other deflection limits that may apply. Where a Live Load value is not shown, the Total Load value Hsfl control. Table values represent the most restrictive of simple or multiple span applications. Span is measured center to center of the supports. Analyze multiple span beams with the BC CALL software if the length of any span is less than half the length of an adjacent span. Table values assume that lateral support is provided at each support and continuously along the top edge and applicable compression edges of the beam. Table values for Minimum Required Bearing Lengths are based on the allowable compression design value perpendicular to grain for the beam and the Total Load value shown. Other design considerations, such as a weaker support material, may warrant longer tearing lengths. Table values assume that support is provided across the full width of the beam. For 2-ply, 3-ply or 4-ply beams; double, triple or quadruple Allowable Total Load and Allowable We Load values. Minimum Required Bearing Lengths remain the same for any number of plies. 1% inch members deeper than 14 Inches are to be used as multiple -member beams only. This table was designed to apply to a broad range of applications. It may be ossible to exceed the limitations of this table by analyzing a specific application with the BC CALC software. Bose Caacado Et.VP • Eastom Speafter Guide • 08r04/20t5 VERSA -LAM® Roof Load Tables VERSA -LAM® 2.0 3100 (115% Load Duration) Top Figure Allowable Total Load [plf] KEY TO TABLE Middle Figure Allowable Live Load [plf] Bottom Figures - Minimum Required Bearing Length at End / Intermediate Supports [inches) Span ft] 1'/.' VERSA -LAM' 2.0 3100 Double Ply 1'/.' VERSA -LAM' 2.0 3100 or 3%' VERSA -LAM 2.0 3100 Triple PlyI%' VERSA -LAM' 2.0 3100 or 5/.' VERSA -LAM 2.0 31001 Quadruple Py IW VERSA -LAME 2.0 3100 or 7' VERSA -LAM 2.0 3100 7Y." 9W' 11%" 1 14" 7'/:' SW 11%" 14" 16" 18" 24" 9'W' 11%" 14" 16" 1 18" 20" 24" 113W 14" 16" 1 18" 20" 24' 878 1223 1639 2065 1755 2446 3278 4130 5047 5232 5226 3669 4917 6195 7570 7848 7845 7838 6556 8260 10094 10463 10459 10451 6 2/5 2.817 3.8/9.1,4.7/11. 2/5 2.8/7 3.8I9.1,4.7I11.85.8114.5, 6115 6/15 2.817 3.8/9.44.7/11.85.8/14.5, 6/15 6115 6115 38/9.447/11.85.8/14.S 6/15 6/15 6/15 598 8S8 1128 11 1389 1197 1717 2252 2779 3321 3915 3913 2575 1 3379 1 4168 4981 5872 5876 5870 4505 5158 6642 7829 7834 7828 8 482 965 1.814.E 2.618.E 3.518.6,4.3110. 1.814.8 2.6/6.8 3.5/8.84.3110.65.1/12.71 W15 6/15 2.616.6 3.5/8.64.3/10.65.1/12.71 6115 6I15 8/15 3.5/8.64.3/10.65.1/12.7 6115 6115 6115 326 637 857 104E 651 1274 1714 1 2092 1 2472 2880 3126 1912 2571 1 3138 1 3709 1 4320 4695 4688 3429 1 4184 4945 5759 6259 6251 10 247 556 494 1111 I - 1 - 1867 1.5/3.1 2A/6.1 3.3/8.2 4110 1.513.1 2.416.1 3.3182 4110 4.7/11.95.S113.8 8/15 2.418.113.318.2 4/10 4.7/11.95.5/13.8 8/15 8115 3.3182 4110 14.7111.95.5/13.8 8/15 8115 244 526 765 931 487 1052 1531 1861 2192 2543 2839 1577 2296 2792 3288 3814 4265 4251 3062 3723 4383 5085 5687 5879 11 188 118 371 835 125312.2/5.613.2/8.113.9/9.814.6/11.65.4/13.41 13.218.113.919.814.6/11.65-4/13.4. 1.5/312.215.613.218.113.910.8 1.5/3 2.215.8 13.218.113.910.814.6111.65.4113.4. 6/15 8115 1 8/15 8/15 1 8115 187 424 674 638 374 48 1347 1676 19N 2276 2601 1272 2021 1 2514 2952 3414 3903 3901 2694 3353 3936 4552 5203 5201 12 143 322 628 286 643 1256 965 1884 1 - 2512 1.513 1 214.9 3.1/7.8 3.9/9.7 1.513 1 2/4.9 3.1/7.8 3.9/9.74.5/11.55.2/13.1 8115 214.9 3.117.8 3.9/9.74.5/11.55.2/13.1 6/15 6/15 3.1/7.8 3.9/9.74.5/11.35.2/13.1 6115 1 6/15 146 332 573 762 292 665 1146 1524 1785 2060 2399 997 1719 2287 2678 3089 3522 3598 2292 3049 3571 4119 4696 4797 13 112 253 494 225 506 088 759 14U 197612.917.213.819.5,'4.511115-1112.95.9114.711.513 1.714.2 2.9/7.2 3.819.5 1.513 1.714.2 2.9172 3.8/9.54.5/11.25.1/12.9, 0115 1.7142 2.9/72 3.8/9.5,4.5111.25.1/12.95.9114.7 6/15 6115 116 285 493 674 233 530 987 1349 1634 1880 2226 798 1480 2023 2450 2821 3208 3338 1973 2697 3267 3761 4278 4451 14 90 203 396 648 180 405 791 1296 608 1187 1944 1S82 2593 1.513 1.5/3.8 2.7/6.7 3.6/9.1 1.5/3 1.513.8 2.718.7 3.619.1 4.4111 5.1/12.71 8/15 1.S13.8 2.7/8.7 3.819.1 4.4111 5.1/12.75.8/14.4, 6115 2.7/6.7 3.6/9.1 4.4/11 5.1/12.75.8114.4 8/15 94 215 423# 3.41 188 429 846 1173 1505 1730 2076 644 1268 1759 2258 2595 2946 3113 1691 2348 3011 3459 3928 4151 15 73 165 322 146 329 641 1054 494 965 1581 128E 2108 1.5/3 1.5/3.1 2.5/6 1.5/3 1.5/3.1 2.5/6.1 34/6.54.3/10.115/12.5 6115 1.513.1 2.516.1 3.41854.3/10.951125IS7/14.Z 8/15 2.5/6.1 3.4/8.54.3/10.95/12.55.71142 6115 77 176 347 515 153 352 695 1 1029 1327 1601 1944 S28 1042 1S44 1290 2402 2723 2917 1389 2058 2653 3202 3630 3889 16 80 136 265 434 121 271 530 1 868 1296 407 795 1303 1944 1060 1737 2593 1.513 1 1.513 2.215.4 3.217.9 1.513 1.513 2.2/5.4 3.2/7.9,4.1/10.24.9/12.3 6115 1.513 2.2/5.4 3.2/7.9,4.1/10.24.9/12.3 5.61141 6115 2215.4 3.217.9,4.1110.24.0112.3 5.61141 6115 63 146 1 289 455 127 292 577 910 1173 1468 1829 438 866 1365 1760 2201 2531 2743 1154 1820 2346 2935 337= A1 17 50 113 221 362 101 226 442 724 1081 339 663 1086 1621 84 1448 2161 1.513 1.513 1.9/4.8 3/7.5 1.5/3 1.5/3 1.914.8 317.5 3.919.8 4.8112 6115 1.513 1.914.8 3/7.5 3.9/9.8 4.8/125.5/13.8 6115 1.914.8 317.5 3.9/9.6 4.8112 5.5/1. 53 122 242 399 1 106 244 484 799 1045 1307 1728 367 726 1198 1567 1961 2364 2588 1 968 1528 2089 2614 3151 3451 18 42 95 186 3051 85 191 372 610 910 1296 286 5S8 915 1366 19" 744 1220 1821 2593 1.5/3 1 1.5/3 11.714.3 2.8/7 1.5/3 1 1.5/3 11.714.31 2.8/7 3.819.14.5/11.4 8/15 1.5/3 11.714.31 2.8/7 3.6/9.14.5/11.45.5/13.7 6/15 1.7/4.31 2.817 3.619.14.5/1145.5/13.71 6/15 103 1 205 339 89 206 410 677 936 1171 116341 310 615 101E 1404 1757 2147 2410 820 1364 1872 2342 2862 3267 19 81 158 25972 182 318 519 774 1102 243 175 778 1181 1853 633 1037 1548 2204 1.513 1.5/3.8 2.5/6.3 1.513 1.513 1.5/3.8 2.5/6.3 3.418.64.3/10815 1513 1.513,8 2.516.3 3.41864.31f0.85.3113.1 6115 1.513.8 2.5/8.3 3.418.84.3/10.85.3113.1 8/15 88 175 289 75 176 350 579 43 1055 1551 263 525 888 1261 1583 1934 1 2326 699 1157 1 1686 2110 1 2579 1 3101 20 1 69 136 222 1 62 139 271 445 664 945 208 407 667 1 996 1418 543 1 889 1 1327 1890 1.5/3 1.513.412.315.61 1.513 1 1.513 1.5/3.4 2.3/5.8 3.3/8.24.1110.21 6115 1.513 1.5/3.4 2.3/5.8 3.3/8.24.1/10.2I5/12.5 8/15 1.513.4 2.315.8 3.318.24.1110.2 5/12.51 6115 65 130 218 54 130 260 431 649 869 1407 194 390 647 973 1303 1593 2111 520 862 1297 1738 2124 2815 22 52 102 16711.914.7 46 104 204 334 1 499 1 710 157 308 1 501 1 748 1 1065 1 1461 408 1 668 1 997 1420137/9.3,4.5/11.3 1 1948 1.513 1.5/3 1.513 1 1.5/3 1 1.5/3 1.9/4.7 2.817 13.719.31 6115 1.513 1 1.5/3 11.914.71 2.817 13.719.3,4.5/11.31 8115 1513 11.014.71 2.817 6/15 99 1 164 98 197 329 496 711 1259 146 296 493 744 1 1066 1334 1889 395 658 992 1422 1779 2518 24 1 79 129 80 1 157 257 394 547 121 236 386 576 1 820 1125 314 515 768 1094 1500 1.513 1.6/3.9 1.5/3 1 1.513 1.6/3.9 2.3/5.9 3.3/8.3511 14.7 1.513 1 1.5/3 1.613.9 2.315.9 3.318.34.2110.4.5.9114. 1.513 1.613.9 2.3/5.9 3.3/8.3,4.2/10.45.9/14. 76 128 75 153 256 387 555 1 1069 112 229 1 383 1 580 833 1132 1604 305 511 773 1110 1 1510 2139 26 62 101 63 124 202 302 430 1020 95 185 304 453 645 885 1529 247 405 604 860 1180 2039 1.5/3 1.5/3.3 1.513 1.513 1.5133 215 2.8/7.15.4113. 1.513 1 1.5/3 11.513.31 215 2.817.1 3.819.65.4/13. 1.513 11.513.31 215 2.817.1 3.810.6t5.4113. 60 101 58 120 202 308 141 919 87 180 303 459 661 914 1378 240 401 612 882 1219 1837 28 49 81 51 99 162 242 344 816 78 148 243 363 517 709 1224 198 324 484 689 945 1633 1,513 1.5/3 1,513 1.5/3 1,113 1.7/4.3 2.4/61 5112.11 1,513 1.513 1.513 1.714.3 2.416.1 3.4184 5112.6 1.5/3 1.513 1.714.3 2.416.1 3.418.4 5112.6 81 95 161 246 355 797 68 143 242 369 533 738 1196 100 323 492 710 984 1594 30 66 1 80 132 1 197 280 664 62 121 1 198 295 420 576 996 161 263 393 560 78B 1327 1.513 1 1.513 1 1.513 1.5/3.1 2.1/5.3,4.7111. 1.513 1 1.513 1 1.513 1.5/3.7 2.1/5.3 2.9/7.3,4.7/11.7 1.513 1 1.513 11.513.712.115.3 Total Load values are limited by shear, moment or deflection equal to U180. Total Load values are the capacity of the beam in addition to its own weight. Live Load values are limited by deflection equal to 1_/240. Check the local building code for other deflection limits that may apply. Where a Live Load value is not shown, the Total Load value will control. Table values represent the most restrictive of simple or multiple span applications. Span is measured center to center of the supports. Analyze multiple span beams with the BC CALL software if the length of arty span is less than half the length of an adjacent span. Table values assume that lateral support is provided at each support and continuously along the top edge and applicable compression edges of the beam. Boise Caacade EV1P • Eastern Specifier Guide • 08r04!2015 Table values for Minimum Required Bearing Lengths are based on the allowable compression design value perpendicular to grain for the beam and the Total Load value shown. Other design considerations, such as a weaker suppon material, may warrant longer bearing lengths. Table values assume that support is provided across the full width of the beam For 2-ply, 3-ply or 4-ply beams; double, triple or quadruple Allowable Total Load and Allowable Live Load values Minimum Required Bearing Lengths remain the same for any number of plies. W. inch members deeper than 14 inches are to be used as multiple -member beams only. This table was designed to apply to a broad range of applications. It maybe possible to exceed the limitations of this table by analyzing a specific application with the BC CALL software. VERSA -LAM® Roof Load Tables VERSA -LAM® 2.0 3100 (125% Load Duration) Top Figure Allowable Total Load [plf] KEY TO TABLE Middle Figure Allowable Live Load (plf] Bottom Figures - Minimum Required Bearing Length at End / Intermediate Supports (inches) Span ft] 1'W VERSA-LAM*2.0 3100 Double3l VERSA -LAM 2 0 2.0 100 or Triple Ply?I/V VER LAM 2.0 2.00100 or Ouadrupl Ply I SVERSA-LAM 2.0 310p 0 3100 or 7%- 9W 11%... 14" 7W I 91W 111Y." 1 14" 16" 18" 24" 9'h" 11Y." 1 14" 1 16" 1 18" 1 20" 1 24" 11'/." 1 14" 1 16" 1 18" 20" 1 24" 954 13M 1782 2245 1908 2680 3%4 4491 5234 5232 5226 3990 5348 16736 7851 7648 7645 7838 7128 8981 10467 10483 10459 10451 6 2.215.5 3.11764.1/10.25.1/12. 2.2/5.5 3.1/7.6,4.1/10.2S.1/12.9, 6/15 1 6115 8/15 3.1/7.84.1/10.25.1/12.9 8115 6/15 6115 6115 4.111025.1/121,, 6/15 6115 6115 6/15 840 933 1225 1511 1279 1867 2449 3022 3611 3919 3913 2800 3674 4532 5417 5879 5876 5870 4829 6043 7222 7838 7834 7828 8 4B2 965 2/1.9 2.9/7.1 3.B/9.4,1.6111. 214.9 2.9/7.1 3.8/9.4,4.8111.65.5/13.8 8115 8/15 2.917.1138/9.4,4.8111.85.5/13.8 8/15 6/15 8/15 1.8/9.41.6/11.65.5113.9 6115 6/15 6115 326 693 932 1138 651 1386 1864 2275 2689 3132 3126 2079 2797 3413 4033 4698 4695 4688 3729 4550 378 6263 6259 6251 10 247 556 494 fill 1667 1.5/3.1 2.7/6.8 3.6/8.9,4.4/10. 1.5/3.1 2.7/6.8 3.6/8.9,4.4/10.95.2112.9 6115 6115 2.1/6.8 3.6/8.94.4l10.95.2112.9 6115 1 6115 6115 3.618.9 4.4l10.95.2/12.9 6/15 6115 6115 244 1 552 833 1012 487 1104 1665 1 2024 2384 2765 2832 1656 2498 3037 3576 4148 4265 4259 3330 4049 1767 1 5531 5687 5679 11 186 1418 815 371 815 1631 1253 2446 3262 1.5/3 2 3/5.8 3.5/8.8,4.3110. 1.513 2.3/5.B 1.5/8.8,4.3/10.7 5112.8 5.8114.6 6115 2.315.8 3.5/8.8,4.3/10.7r 5/12.6;5.8/14 6 8/15 8/15 3.5/8.8,4.3/10.7 5112.8 5.B/14.6 8I15 8/15 187 424 733 1 912 374 848 1465 1 1823 2141 2475 2601 1272 2128 2735 3211 3713 3907 3901 2931 3647 4281 4951 5209 5201 12 143 322 628 1 - 286 643 1256 965 1884 2512 1.513 1 214.9 3.418.44.2110. 1.513 1 214.9 3.4/8.4,4.2/10.54.9/1235.7/14.3 6/15 214.9 3.II8.4,1.2/1054.9/1235.7/14.3 8/15 6115 3.418.44.2/10.54.9/12.35.7/14.3 6115 1 8115 146 332 623 829 292 1 665 1247 1658 1942 1 2240 2399 997 1870 2487 2913 3360 3804 3511 2494 3316 3894 1 4480 4808 4797 13 112 253 494 810 225 508 gee 1619 759 1482 2429 1976 3238 1.513 1.7142 3.117.84.1110. 1.513 1.714.2 3.117.8,4.1110.4,4.8112.1 5.B114 8l15 1.7/4.2 3.117.84.1110.44.8112.1 5A/14 1 6115 1 6115 3.117.8,'4.1110.4,4.8112.115.61141 8115 1 6115 118 1 265 521 734 1 233 530 1043 1467 1777 2046 2226 796 1564 2201 2666 3068 3345 3338 2085 2934 3554 4091 4459 1 4451 14 90 203 396 648 180 405 701 1296 608 1187 1944 1582 2593 1.5/3 1.5/3.6 2 817 4/9 9 1.5/3 11.513.61 2.817 4/9.9 14.8112 5.5113.8 6115 1.513.E 2.8/7 1 419.9 14.8112 S.5/13.8 6/15 6/15 2.8/7 1 419.9 4.8/12 5.5/13.8 6115 1 6115 94 215 423 638 188 1 429 46 1276 1638 1SU 2076 844 1268 1914 2456 2923 3120 3113 1691 2552 3275 3763 4159 4151 15 73 165 322 527 146 329 643 1054 1573 494 965 1581 2360 1286 2108 3146 1.513 1.5/3.1 2.5/6.1 3.7/9.2 1.5/3 1.5/3.1 2.5/6.1 3.7/9.2,4.7111.85.4113.8 8/15 1.5/3.1 2.5/8.1 3.7/92,4.7111.85.4/11.6 8/15 6115 2.516.113.719.2.4.7111.95.4113.6 8115 8/15 1742 1- 2813 2823 2. 37 2593 3484 3897 3889 16 60 136 265 4344 121 271 530 868 1296 407 95 1303 1944 1060 171389 1.513 1 1.513 12.215.4 3.518.6 1.513 1 1.513 2.215.4 3.518.6.4.4111.1.5.1/13.4 6/15 1.513 2.2/5.4 3.5/BA,4.4/11.15.4113.4 6115 6/15 2.2/5.4 3.5/8.6,4.4/11.1.4113.4, 6115 6/15 63 146 289 47 1127 292 577 951 1277 1597 1829 438 666 1427 1915 2395 2749 2743 1154 1902 2553 3193 3665 3657 17 50 113 221 362 101 226 442 724 1081 1539 339 661 108E 1621 2308 884 1448 2161 3078 1.513 1.513 1.9/4.8 3.1178 1.513 1 15/3 1.914.8 3.117.8,'4.2110.552113.1 6115 1.513 1.914.8 3.117.8,'4.2110.55.2113. 11 6115 1 6115 1.9/4.8 3.1l7.8,4.2/f0.55.2/13.1 8/15 1 6/15 53 1 122 242 399 106 214 494 799 1137 1422 1728 367 726 1198 1 1705 2133 2572 2588 966 1 1598 2274 2845 1 3429 3451 18 42 1 95 186 305 85 191 372 610 910 1296 286 5SS 915 1 1366 1944 741 1 1220 1821 2593 1 - 1.5/3 1 1.5/3 11.7/4.31 2.817 1.513 1 1.513 11.714.31 2.8l7 1 419.9 4.9112.1 6115 1.513 11.714.31 2.817 419.9 4.9112.15.9114.9 8/15 1.714.3 2.817 1 419.9 4.911235.9/14.9, 6115 103 205 339 89 206 410 677 1 1016 1275 1634 310 615 101E 1 1524 1912 2336 2450 820 1 1354 2032 2549 13115 3267 19 1 a1 158 259 72 162 316 519 1 774 1102 243 475 778 1 161 1653 2268 63311.5138 1037 1548 2204 13024 1.5/3 1.513.8 2.516.3 1.513 1 1.513 1.5/3A 2.5/6.3 3.7/9.34.7/11.7 6115 1.513 1.5/3.8 2.5/8.3 3.7/9.3,4.7/11.75.7114.3 6115 2.5/6.3 3.7/9.3,4.7/11.75.7/14.1 6115 88 1 175 269 75 176 350 579 869 1149 1 1551 263 525 1 868 1303 1723 2105 2326 699 1157 1737 12297 2807 3101 20 69 138 222 62 139 271 445 664 845 208 407 1 667 996 1418 1944 543 889 1327 1 1890 2593 1.5/3 1.513.4 2.315.8 1.5/3 1 1.513 1.5/3.1 2.3/5.8 3.4/8.4,4.4111.1 6115 1.513 1.513.4 2.315.8 3.418.4,4.4111.114113.6 6115 1.513.4 2.315.E 3.1l8.4,4.4/11.15.1/13.6 6115 65 130 218 54 130 260 431 649 928 1407 191 390 847 973 1393 1735 2111 520 862 1297 1857 2313 2815 22 52 102 167 46 104 204 334 1 499 710 157 306 501 748 1065 1461 408 66B 997 1420 1948 1.513 1 1.513 11.914.7 1.513 1 1.5/3 1 1.513 11.014.71 2.817 1 419.9 6/1S 1.513 1 1.513 11.914.71 2.8/7 1419.9 4.9112.3 6/15 1.513 11.9/4.71 2.817 1410.9 4.9112.1 6115 99 1 184 98 197 329 496 711 1288 148 296 493 744 1066 1453 1932 395 658 992 1422 1937 2578 24 79 129 80 157 IIA13.9 257 384 547 121 236 386 576 820 1125 314 515 788 1094 1500 1.513 11.613.9 1.513 1 1.513 2.3/5.9 3.3/8.3 6115 1.513 1 1.513 1.8/3.9 2.3/5.9 3.3/8.3,4.5/11.3, 6115 1.513 1.6/3.9 2.3/5.9 3.318.3,4.5/11.1 6115 76 120 75 153 256 387 555 1164 112 229 383 580 933 1150 1747 305 511 773 1110 1533 2329 26 62 101 63 124 202 302 430 1020 95 185 304 4S3 615 BB5 1529 247 405 604 860 1180 2030 1.513 1.513.3 1.513 1 1.513 11.51331 215 2.8/7.1;5.9/14. 1513 1 1.513 1.5/3.3 2/5 2.817.1 3.019.75.0114. 1.5/1 11.5/3.31 215 2.8/7.f 3.9/9.75.9114, 60 101 58 120 202 1 306 441 1001 87 180 303 459 661 914 1501 240 401 1 612 1 882 1219 1 2001 28 49 81 51 99 162 1 242 344 816 76 148 243 363 517 709 1224 198 324 1 484 1 689 045 1 1633 1.513 1.513 1.513 1 1.5/3 1 1.513 1.714.3 2.416.1 5.5113. 1.513 1 1.513 1 1.5/3 1.7/4.3 2.4/6.1 3.4/8.4 5.5113.7 1.513 1 1.513 1 714.3 2.416.1 3.418.4 5.5113. 81 95 181 246 355 Bill 8B 143 242 369 533 738 1291 190 323 492 710 981 1721 30 66 80 132 197 280 664 82 121 1 198 295 420 576 996 161 263 393 560 768 1327 1.5/3 1 1 1.513 1 1.513 1.513.7 2.115.35.1/12. 1.513 1.513 1 1.513 1.513.7 2.1/5.3 2.9/7.3'5.1112. 1.5/3 1 1.513 1.513.7 2.115.3 2.217.35.1112. Total Load values are limited by shear, moment or deflection equal to U180. Total Load values are the capacity of the beam in addition to its own weight. Live Load values are limited by deflection equal to L/240. Check the local building code for other deflection limits that may apply. Where a Live Load value is not shown, the Total Load value will control. Table values represent the most restrictive of simple or multiple span applications. Span is measured center to center of the supports. Analyze multiple span beams with the BC CALC'software if the length of any span is less than half the length of an adjacent span. Table values assume that lateral support is provided at each support and continuously along the top edge and applicable compression edges of the beam. Table values for Minimum Required Bearing Lengths are based on the allowable compression design value perpendicular to grain for the beam and the Total Load value sham. Other design considerations, such as a weaker support material, may warrant longer bearing lengths. Table values assume that support is provided across the full width of the beam. For 2-ply, 3-ply or 4-ply beams; double, tnple or quadruple Allowable Total Load and Allowable Live Load values. Minimum Required Bearing Lengths remain the same for any number of plies. 1'/4 inch members deeper than 14 inches are to be used as multiple -member beams only. This table was designed to apply to abroad range of applications. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALC'software. Boise Cascade EVVP • Eastent Specifier Guide • 08/04/2015 VERSA -LAM® Allowable Nailing and Design Values Nailing Parallel to Offset and stagger nail rows from floor sheathing and wall sole plate. Simpson Strong -Tie A35 and LPT4 connectors may be attached to the side VERSA-LAM°/VERSA-RIM°. Use nails as specified by Simpson Strong -Tie. VERSA -LAM® Design Values Glue Lines Narrow Face) Nailing Perpendicular to Glue Lines (Wide Face) Nalling Notes 1) For 1%" thickness and greater, 2 rows of nails (such as for a metal strap) are allowed (use %" minimum offset between rows and stagger nails) Allowable Allowable Moment Allowable Allowable Moment Grade Width in Depth in Weight Ib/ft[lb] Shear Moment ft-lbi of Inertia in"I Grade Width in Depth in Weight Ib/ft[lb] Shear Moment ft-lb)in' of Inertia S c ti a N t" 1'/2 3'/2 1.5 998 776 5.4 5% 8.0 5237 6830 63.3 5'/2 2.4 1568 1821 20.8 5'Y2 8.4 5486 7457 72.8 7 Y4 11.0 7232 12566 166.7 7% 3.2 2066 3069 47.6 9%. 14.1 9227 19908 346.3 3'/: 1.8 1164 1058 6.3 9'% 14.5 9476 20937 375.1 5'% 2.8 1829 2486 24.3 7'% 3.7 2411 4189 55.6 11%17.1 11222 28814 622.9 5'/. 9% 4.7 3076 6636 115.4 11% 18.1 11845 31913 732.6 1% c0 9'/2 4.8 3159 6979 125.0 14 21.3 13965 43552 1200.5 11'% 5.7 3741 9605 207.6 16 24.4 1 15960 56046 1792.0011% 6.0 3948 10638 244.2 c c J¢ to j s trw 14 7.1 4655 14517 400.2 18 27.4 17955 70011 2551.5 16 8.1 5320 18682 597.3 20 30.4 19950 85428 3500.0 18 9.1 5985 23337 850.5 24 36.5 23940 120549 6048.0 24 12.2 7980 40183 2016.0 9'% 16.6 12303 26544 461.7 5'/2 5.6 3658 4971 48.5 7% 7.4 4821 8377 111.1 g,/2 17,1 12635 27916 500.1 9% 9.4 6151 13272 230.8 11% 20.2 14963 38419 830.6 9'/2 9.6 6318 13958 250.1 11%. 1 21.4 15794 42550 1 976.8 3Y2 711'% 11.4 7481 19210 415.3 14 252 18620 58069 1600.7 11% 12.1 7897 21275 488.4 16 28.8 21280 74728 2389.3 14 14.2 9310 29035 800.3 18 32.4 23940 93348 3402.0 16 16.2 10640 37364 1194.7 18 18.3 11970 46674 1701.0 20 36.0 26600 113904 4666.7 20 20.3 13300 56952 2333.3 24 43.2 31920 160732 8064.0 Equivalent Tension Compression Specific Gravity Modulus of Horizontal Parallel to Compression Perpendicular to for fastener Elasticity Bending Shear Grain Parallel to Grain Grain Desi n Design Property Grade E x 10° si (') F, si t2N31 F psi t21f41 F, (psi)12xs1 F.„ si (21 F,l ( sl)(+N°) SG VERSA -LAM -Beams 2.03100 2.0 3100 285 2150 3000 750 0.5 VERSA -LAM* Studs 1.72650 1.7 2650 285 1650 3000 750 0.5 VERSA -LAM- Columns 1 1.82750 1.8 2750 285 1825 3000 750 0.5 1. This value cannot be adjusted for load duration 5 Tension value shall be multiplied by a length factor, (4/L)10 where L = 2 This value is based upon a load duration of 100% and may be adjusted for other load durations. member length (ft]. Use L = 4 for members less than four feet long. 3. Fiber stress bending value shall be multiplied by the depth factor, (12/41)" ° where d = member 6. Stress applied parallel to the gluelines. depth (in]. Design properties are limited to dry conditions of use where the 4. Stress applied perpendicular to the gluelines. maximum moisture content of the material will not exceed 16%. Boise Cascade EVVP " Eastern Specifier Guide • 080412015 t VERSA-LAM®1.8 2750 Columns E Allowable Axial Load (lb) 3%' x 3%' 3%' x 4%' 3%' x 5'/:' 3%' x 6%' 3%' x 7" o 100% 115% 125% 100% 115% 125% 100% 115% 125% 100% 115% 125% 100% 115% 125% 4 15,265 16,750 17,650 19.100 20,950 1 22,070 22,920 25,150 26,500 24,020 26,350 27,770 30,570 33.645 35.345 5 12,830 13,770 14,320 16,050 17,220 17,910 19,260 20,670 21,505 20.185 21.660 22.530 25,690 27,580 28.680 6 10,580 11,190 11,540 13.240 13,990 14,440 15.890 16,800 17,335 16,645 17.605 18.165 21,190 22,410 23.120 7 8,745 9,160 9,400 10,940 11,460 11,760 13,130 13,760 14,120 13,755 14,410 14,795 17,510 18.350 18.835 8 1 7,295 7,590 7,765 9.120 9,490 9,710 10,950 11,400 11,660 11,475 11,945 12,215 14.610 15.210 15.555 9 6,155 6,375 6,500 7,700 7,970 8,130 9,245 9,575 9,765 9.685 10.030 10,230 12,330 12,770 13.025 10 5,250 5,415 5.510 6.570 6,770 6,890 7,885 8.135 8,280 8.260 8,525 8.675 10,520 10,850 11.040 11 4,525 4,655 4,730 5,660 5,820 5,910 6,795 6.990 7,100 7.120 7,325 7,440 9,065 9,325 9.475 12 3,935 4,040 4,095 4.920 5,050 5,120 5,910 6,065 6,150 6,195 6,355 6,445 7,885 8,090 8.210 13 3,455 3.535 3,580 4,320 4,420 4,480 5,185 5,310 5,380 5,435 5,565 5.635 6.920 7.080 7,175 14 3,050 3,120 3,155 3,820 3,900 3,950 4,585 4,685 4,740 4,805 4,905 4,965 6,115 6.250 6,325 3%" x 7'/:" 51/:' x 5'/:' 5'/:' x 6V 51/:" x 7" 5'/:" x 7'/:' 100% 115% 125% 100% 1 115% 1 125% 100% 115% 125% 100% 1 115% 1 125% 100% 1 115% 1 125% 4 31,670 34,750 1 36,625 5 26,615 28.560 29,705 6 21,950 23.215 23,950 34,355 37,695 39.715 36,010 39,495 41.610 7 18,140 19,005 19,505 30,700 33.170 34,625 32.165 34,750 36,280 8 15,135 15,755 16,110 27,095 28,910 29.975 28,390 30,295 31.405 36.160 38,590 40,000 37,450 39,960 41,420 9 12.770 13.225 13.490 23.815 25,180 25.980 24.950 26,385 27,220 31.770 33,600 34,670 32,910 34,800 35,910 10 10.895 11.240 11,440 20,950 22,005 22.620 21,950 23,060 23,700 27,950 29,360 30,190 28,960 30,420 31,260 11 9,390 9,660 9,810 18.500 19,340 19.820 19,385 20,260 20.770 24,690 25,810 26,450 25.570 26,720 27,400 12 8,170 8,380 8,500 16,420 17,085 17.475 17,200 17,910 18,305 21,910 22,800 23,320 22,690 23,620 24,150 13 7,165 7,335 7,430 14.640 15,185 15.500 15,340 15,910 16,240 19,540 20.270 20,680 20,230 20,990 21,430 14 6,335 6,470 6,550 13,120 13,570 13,830 13,750 14,220 14,490 17,510 18.110 18,460 18,140 18,760 19,110 15 11.820 12,195 12,405 12.385 12,775 13,000 15,770 16.270 16,560 16,330 16,850 17,150 16 10,690 11,005 11,185 11,200 11,530 11,720 14,270 14.690 14.930 14,780 15,210 15.460 17 9.715 9,980 10.135 10.180 10.460 10,620 12,960 13.320 13,520 13,420 13.790 14.010 18 8.860 9,090 9,220 9,285 9,525 9,660 11,820 12,130 12,300 12.250 12.560 12.740 19 8.110 8,310 8,420 8,500 8,705 8,825 10,820 11,090 11,240 11,210 11,480 11.640 20 7,455 7,625 7.720 7,810 7,990 8,090 9.950 10,170 10,300 10,300 10,540 10.670 21 6,870 7,020 7,105 7,195 7,355 7,445 9,170 9,370 9,480 9.490 9.700 9,820 22 Allowable Design Stresses Notes 1) Table assumes that the column is braced at column ends only Effective column length is equal to actual column length. 2) Allowable loads are based upon one-piece (solid) column members used in dry service conditions. Contact project's design professional of record or Boise Cascade EWP Engineering for multi -piece column design. 3) Allowable loads are based on an eccentricity value equal to 0.167 multiplied by either the column thickness or width (worst case). 4) Allowable loads are based on axial loaded columns using the design provisions of the National Design Specification for Wood Construction NOS), 2005 edition. For side or other combined bending and axial loads, see provisions of NOS, 2005 edition. 5) Load values are not shown for short lengths due to loads exceeding common connector capacities. Load values are not shown for longer lengths if the controlling slenderness ratio exceeds 50 (per NOS). 6) Lateral loads (wind loading) are not considered in this table. Modulus of Elasticity: E = 1.8 x 108 psi Bending: Parallel to Gluelines (Beam): F, = 2750•(12/d)1° psi Perp to Gluelines (Plank): Fb = 2500•(12/d)'p psi Compression Parallel to Grain: FP ctt = 3000 psi Compression Perpendicular to Grain: Parallel to Gluelines (Beam): Fitt = 750 psi Per to Gluelines (Plank): F l = 450 SiP ( ) P Tension Parallel to Grain: Ft = 1650 psi Allowable Des[Qn Values Product Bending Fb [psi] Compression Parallel to Grain Fc (psi] Modulus of Elasticity E [psi] Horizontal Shear F [psi] VERSA-STUD®1.7 2650 2650 3000 1,700,000 285 Spruce Pine Fir (North) # 1 / 2 Grade 875 1150 1,400,000 135 Hem -Fir # 2 Grade 1 850 1300 1,300,000 150 Western Woods # 2 Grade 675 900 1 000,000 135 Notes: Design values are for loads applied to the narrow face of the studs Dimension lumber values taken from from 2012 NDS Supplement: Design Values for Wood Construction (per 2012 IBC/IRC). Repetitive member and size factors have not been applied. For further design information, please see VERSA -STUD 1.7 2650 Eastern Tall Wall Guide. Boise Cascade EWP • Eastem Speafier Guide • 08/04/2015 Computer Software o to ro..ecA.n. t.r.r 16 v t•• ar 4./wN. 1•arefYp µrw w. er BC FRAMED' y'••'-r _ _ J 1. l l - I l ram, ' a l L••' 1 i Lriltiz I 1 New BC FRAMER® represents a huge technological leap L to help you improve the efficiency and profitability of your engineered wood products business. Boise Cascade will provide you what we believe is now the industry's best design software, offering far greater productivity than even our current version of BC FRAMER®. This new software package will help your design department work faster and accomplish more. You don't get paid to do drawings, but at least now you can do them in less time, and better. Shrink design time with BC FRAMER* model sharing. Save time & prevent mistakes with best -in -industry file integration. Experience the efficiencies of BC FRAMER* whole house modeling. Draw floor and wall plans simultaneously with BC FRAMER*: Check the plan every possible way with BC FRAMER* full 3-D viewer. Create a master plan and multiple options that can be quickly selected and exported to a plot -specific file in a few minutes — a fraction of the time it could have taken in the past. Information can also be obtained at 1-800-405-5969 or email us at EWPSupport@BC.com. BC CALC° Sizing Software BC CALC® is simple to use, yet robust enough to analyze most all joist, beam, and column applications. Once an analysis is run, the user may print an easy -to -read design report that displays the span and load information with the analysis results. BC COLUMN® has now been merged into BC CALC®, allowing the sizing of joists, beams, rafters, columns, and studs all in one convenient program. In addition to BCI® & AJS® Joists, VERSA -LAM®, and BOISE GLULAM®, BC CALC® also offers the analysis of solid sawn lumber and timber members. Thus BC CALC® is the only program needed to analyze structural wood members. i 17 Q/L IA bI'm Eia RECOMMENDED HARDWARE CPU: Quad Core 64 bit Processor L2 Cache: 3MB/Core RAM:8.OGB Video: Full support for DirectX 9; Single monitors, 1280x1024 512MB; Dual monitor, 1280x1024 1GB Minimum 1024768) Operating Systems: Windows® 7 or 8.1 (Professional Edition 64-bit) Actual specifications vary by user and will be assessed prior to installation. Give Us a Try! BC CAM Analysis for Engineered Wood Products Boise Cascade has provided BC CALC® free of charge to the design community since 1994. COMPUTER REQUIREMENTS PC with any current version of MS Windows*, along with an internet connection. For questions regarding BC CALC®, call 1-800-405-5969 or email EWPSupport@BC.com. To Download BC CALC US, https:/A&rww.bcconnect.com/bcdeployer/index.htm i CIS't B iE:iLti iltJCQII I OI14 c...ae., l..af+m:. C+rA•N ll 1•.•s., MNI its. t1. n. taa ' Z., : t•.. t r rr..•.•a.vrw.+.ea.wo 1W.afa/r•OII/I.tM1O 1YfVtt A'A .t 61,f L 1;/lt11/11A Na1N ./U 1101•1 zawv u-J>'a.1o+•.s..O"O.,vi MN.-J1,1131 n>•I.rsealla ir r/ T MIS g rr u/trwstaurro G 1 a»awtm. • r tU'p.e :71,T t l `. Iiy iF• M •a a1 Vw.1M i ti • wall/ 1 it I IC 1r t• .r ..r r1r 1tl r+1lay lf. Rvahos nwae. V'i:li.a•: odlawa.aa h•f• .... a•`a.. la•_ aw N I.N •w M w.4ar4 11/IOtC.t4i1/0 a1M 1 arwtiJ o.G +t b f af3ti IlaL00 K'li ta.11dS r,a•Jwaa 1 MJIQ Ci1a sto a.-•-Vr R--..r. p MltaaK W4ft aea laz IIr 1 1•lt e-w•.rr-.w+. «. 1 71•'.i7 t.(f V'11atOlaV " L•..•.• qw b• tl••. 1ar.ft }}1 liv. . a/ro0 t•aera••..••.•. •a/4N• taatrfOw a:0111DM' 7 /641 ••. Ibla y.. w•r1.Y 1.YM.r. IM. :Sn naairaw:ve•m II ; f 1..u.trre ••. I•ur.. P—ss w..r.r....... tbosh n01 .a n6fib0tleton •wM•1NM•••.M.I•T xawt><?1.a + O.rhatera rr..r rr `.~.. `aassssi ••r...s ewti.r• r 1 •,w:.aat I1, 1 .: tr1.w /a:• Sal. IM1• •a•1•..••arrrww hWlp .tu ad.- ILaa11tw evIe.111Se_ rtagum W zaatNR.• n,.q lat Ka ta,l ualen• ...1wrr>"or«..1>•. Wa•.Ya.Mlfnll•W tf!11 Mr ..YwFi Lvq.atr1 Wa. autL,opsisI 4.• nO.r tawrr r...1•.r.. t• wr sole baie.lm i s a•'1wnN.. 9%Q tll8. IM O in v«•1••w•• .• 41t treacHflAgagl/W!:}yA1YlOHtlelt.Qtf1TRAVy•Qti of trNtlU 1tYr 4-1 lr r1a 1•.•I. i. vr......11... :... e• a-.... ..,. r•faf/MN.O. ap111•.triltlV•1MIPaM.M'NNl11bM.1.1-a.M Jr.ErY. 4q a.r.• Ulna 10.C•.YIaa,Mr, 4Cau•,ctlrwAcw* a1•aTV V aAua.la•t/- t\W MIMJ lC lye-+ 0 AC ! AI raw,.,. a••aen..w. a..a. aaa-,1 W•eoudMlaraastan. alb•~A sy.arOSYe.enlYeap:wameMaa at•a ww w t¢+.../ew 1ba• A to U nowtlll.MtlfllfIa01J1BoiseCascadeEVVP • Eastem Specifier Guide - 0814.14/Lu13 a•wt..aau1••..wa.4l a; at41 •.a "„ 34 • Single Joist -Top Flange Single Joist -Face Mount Face Mount Skewed 45° Joist Hanger I JVISI a '.1- ry Juiai .,aNawy u a a".F.6"y De BCI Hfibs] 1 anger HeaderjoistDe BCI HangerIII Header De t BCI Hanger bs eade 4500s ITS1.81/9 5 993 6-10d I 4500s IUS1.8119.5 950 8-10d 4500s SUR/1-1.81/9 1081 12-16d 2-10dxl'S' 9, W, WOOS ITS2.06/9.5 993 6-10d 9;h„ 5000s IUS2.06/9.5 950 8-10d SIN, SUR/L2.0619 1097 14-16d 2-10dx1'h" WOOS ITS2.37/9.5 1225 6-10d I 6000s IUS237/9.5 950 8-10d 6000s SURA-237/9 1343 14-16d 1 2-1Odx1h 6500s ITS2.56/9.5 1225 6-10d I 6500s IUS2.56/9.5 950 840d 6500s SUR/1-2.56/9 1343 14-16d I 2-10dx1'h" 4500s ITS1.81/11.88 1068 6-10d I 4500s IUS1 81/11.88 1185 10-10d 4500s SURIL1.81/11 1306 16-16d I 2-10dx1'h" WOOS ITS2.06/11.88 1068 6-10d I WOOS IUS2.06/11.88 1185 10-10d WOOS SUR/11.2.06/11 1350 16-16d I 2-10dx1'h" 11Y; 6000s ITS2.37I11.88 1237 6-10d 11,h„ 6000s IUS2.37/11.88 1185 10-tOd 11,E;, 6000s SURIL2.37/11 1385 16-16d 2-10dx1IN' 6500s ITS2.56/11.88 1237 6-10d 6500s IUS2 56/11.88 1185 10-10d 6500s SUR/L2.56/11 1385 16-i6d 2-10dx1'h" 60s ITS2.37/11.88 1237 6-10d 60s IUS2.37111.88 1185 10-10d 60s SURIL2.37/11 1385 16-16d 2-10dx1'' 90s ITS3.56/11.88 1518 6-10d 90s IUS3.56111.88 1420 12-10d 90s SUR/L410 1906 14-16d 2-tOdx1'h" 4500s ITS1.81114 1075 6-10d 4500s IUS1.81/14 1420 12-10d 4500s SUR/L1.81114 1675 20-16d 2-10dx1'h" 5000sM237M66 6/ 14 1081 6-10d WOOS IUS2.06/14 1420 12-10d WOOS SUR/L2.06/11 1693 18-16d 2-10dx1'h" 6000s37/ 14 1262 6-10d 6000s IUS2.37/14 1420 12-10d 6000s SUR/L2.37/14 1693 18-16d 2-10dx1Y," 14" 6500s6/14 1262 6-10d 14 6500s IUS2.56/14 1420 . 12-10d 14 6500s SURI/L2.56/14 1693 18-Ad 2-10dxl' ' 60s 37/14 1262 6-10d 60s IUS2.37114 1420 12-10d 601 SURIL2.37/14 1693 18-16d 2-10dxl' ' 90s 56/14 1520 6-10d 90s IUS3.56/14 1420 12-10d 90s SUR/. .. 2050 18-16d 2-10dxl'A' 4500s81/ 16 1081 6-10d 4500s IU51.81I16' 1660 14-10d 4500s SUR/L1.81/14 1887 20-16d 2-10dxl'A' 5000s6M6 1087 6-10d 5000s IUS2.06/16 1660 14-10d 5000s SUR/L2.08/11 1920 18-16d 2-10dx1'h" 6000s37/ 16 1268 6-10d 60005 IUS2.37/16 1660 14-10d 60005 SUR/L2.37/14 1920 18-16d 2-10dx1'rS" 6500s56/ 16 1269 6-10d 16 6500s IUS2 56/16 1660 14-10d 6500s SURYL2.58/14 1920 18-16d 2-1ME31 60s 37/16 1268 6-10d 60s IUS2.37/16 1660 14-10d 60s SUR/L2.37/14 1920 18-16d 2-10dx1'h90s 56/16 1520 6-10d 90s I IUS3.56116 1 1425 14-10d 90s SUR/L414 2250 18-16d I 2-10dxl'A" 1kLSSU MITBU/HU III Joist BCI• Hanger Capacity la 111110 Joist BCI- Hanger Capacity oast BCI' Hanger Capac I III Header DeathBader Joist 4500s MIT49.5 30 8-16d 2-10dxl'h" 4500s MIU3.SO19 2305 16-16d 2-10dxl'h" 4500s LSSU125 995 9-10d I 7-10dx1'h" 91A" 5000s MIT4.12/9.5 2305 8-16d 2-10dxl'A' , .. 5000s MIU4.12/9 2305 16-16d 2-10dx1'N' , „ 50005 LSSU2.08 995 9-10d 7-10dx1S' 6000s MIT3S9.5-2 2305 8-16d 2-1Odx1'h" 9h 6000s MIU4.7519 2305 16-16d 2-10dx1'h" 9h 5000s LSSU135 995 940d 7-10dx1'h" 6500s MIT39.5.2 2305 8-16d 2-10dxl'h" 6500s MIUS.12/9 2305 16-16d 2-10dx1'A" 6500s LSSUH310 1425 14-10d 7-10dx1'h" 4500s MIT411.88 2305 8-16d 2-10dx1'h" 4500s MIU3.58/11 2880 20-16d 2-1061W 4500s LSSU125 995 9-10d 7-10dx1'h" 5000sMIT4.12/11.8 2305 8-16d 2-10WIN' 5000s MIU4.12/11 2880 20-16d 2-10dxlAl 5000s LSSU2.06 995 9-10d 7-10dx1'h" 11Y." 60005 MIT3511.88-2 2305 8-16d 2-10dxtA" 11,h, 6000s MIU4.75/11 2880 20-16d 2-10dx1hN 6000s LSSUl35 995 9-10d 7-10dx1 S" 6500sMIT311.88.2 2305 8-16d 2-tOdxth 65005 MIUS.12/11 2880 20-t6d 2-10dx1h 11y;• 9- 10d 14" 16 6500sl M/TS.12/18 2305 1 8-16d 2-10dxVA' 16" 6500s MIU5.12/18 3455 24-16d 2-10dx1'A" 6Os MIT4.75116 2305 8-16d 2-10dxl'h" 60s MIU4.75/16 2725 24-16d 2-10dx1'h" ' • For more information, 90s 87.12118 1 3800 1 14-16d I 2-10,W16' I SOS I HU414-2 1 3780 26-16d I 2-10dx1'h" call Simpson Strong -Tie rN{ t pryr, , , (ems ° at 1.800.999.5099 or visit their website at www. strongtia.com r., d,..,..., General Notes e ... Bold Italic Rangers require web stiffeners. Capacities will very with different nailing criteria end/or support conditions; conted supplier or Simpson Strong -Tie for further c information. THAI VPA Capacity values shown are either hanger capacity values Joist Capacity a Joist Capacity as e e (see support requirements below) or BCI• Joist end reaction BCI Hanger bs Header Joist BeloHanger bs To Plate Rafter capacities - whichever is less. 4500s THA11.81/22 1181 6-10d 2-10dxl'h" 4500s LSSUI25 995 9-10d 7-10dx1'h" All capacity values are downward loads et 100%load duration. 5000s THAl2.08/22 1181 6-10d 2-10dx1 f." , 5000s LSSU2.06 995 9-10d 7-10dxl'S' BCI Joistslopeexceeds and Perfoot. web stiffeners when 9h 6000s THA13522 1393 6-10d 2-10dxl'N' 9h 6000s LSSU135 995 9-10d I 7-10dxl h" Leave 'ha" clearance (%" maximum) between the end of the 6500s THA)322 1393 6-10d 2-10dxl'h" 6500sl LSSUH310 1425 14-10d 7-10dxl'S' supported Joist and the head of the hanger. 45005 THA11.81/22 1443 6-10d 2-10dxl' S" 4500s LSSU125 995 9-10d 7-10dxl'h" At max design capacity shown• hangers may exceed standard Y." deflection by e. 5000s THAl2.08/22 1443 6-10d 2-10dx1%" 5000s LSSU2.06 995 9-10d 7-10dx15S' For proper installation of the VPA, the 2-1Odx1%" joist nails 6000s THA13522 1443 6-10d 2-10dx1Y" , „ 6000s LSSU135 995 9-10d 7-10dxl h" through the bend tabs must be installed at approximately a 11 h 6500s THA1322 1443 640d 2-10dxR 11 Y' 6500s LSSUH310 1475 14-10d 7-10dx154' 45-degree angle. 60s THAMS22 1443 6-10d 2-10dxl'h" 60s LSSU135 995 9-10d 7-10dxl'S" Support Requirements 90s THA1422 1715 6-10d 2-10dx1'h" 90s LSSU410 1625 14-10d 12-10dx1'h" Support material assumed to be Boise Cascade structural 4500s THA11.81/22 1600 6-10d 2-10dx1'h" 4500s LSSU125 995 9-10d 7-10dx1Y" composite lumberorsawnlumber(DouglasRrorsoutbarn 5000s THAl2.08/22 1600 6-10d 2-10dxi'N' 5000s LSSU2.06 995 9-10d 7-10dx1'h' Minimum support Minimumsupportwidth for single- and double -joist top mount WOOS THAI3S22 1600• 6-10d 2-10dx1'h" 6000s LSSU135 995 9-10d 7-10dxth" hangers is3". 14 6500s THA1322 1600 6-10d 2-10dx1'h" 14 650Os LSSUH310 1600 14-10d 7-10dxl'S' Minimum support width for face mount hangers with 10d and 60s THA13522 1600 6-10d 2-10dxl'h" 60s;LSSU135 995 9-10d 7-10dx1Y," 16d nails is 1'W' and 2", respectively. 90s THA1422 1715 6-10d I 2-10dxl'N' I 90s I LSSU410 1 1625 14-10d 12-10dxl'h" Boise Cascade EVVP • Eastem Specifier Guide • 08/04/2015 Single Joist THO Flange Single Joist - Face THE Mount Face Mount Skewed 45' Joist Hanger SKH Joist t BCI• Hanger Capacity b e e a I Joist BCI• Hanger CapacityV1210d a i Joist Joist e t BCI• Hanger CapacityPyHeader oist 9,A„ 4500s TH017950 993 6 10d 6 10d 6 10d 6 10d 210dx1'A" 2 10dxl'N' 210dxl'A" 2 10dx1'A" 9A 45005 THF17925 910 210dx1'A" 2 10WIN' 210dxl'N' 2 10dxl'A" 9h 45005 SKH1720UR 1153 14 10d 1010dx1'A" WOOS WOOS TFL2095 993 TFL2395 1225 WOOS WOOS THF20925 910 THF23925 1275 5000s SKH2O20UR 1153 14 10d 10 10dx1'A" WOOS SKH2320LIR 1384 14 10d 1010dx1'rS' 6500s TFL2595 1225 6500s THF26925 1275 6500s SKH2S2OUR 1384 14 10d 10 10dx1'A4500sTH0171181068610d 6 10d 6 10d 6 10d 6)10d 10 10d 210dx1'A" 2 10dxl'N' 2 10dxt,Y," 2 10dx1A" 2 10dxlW' 2 10dxl'X' 4500s THF17112 910 14 14 16 10d 10d 10d 210dxl'S' 2 10dx1'A" 2 10dxt',b" 2 10dx1A" 2 10dx1'A" 2 10dx1'A" 11,, 4500s SKH1720UR 1434 16 10d 1010dx1'A5000sTFL201181068WOOSTHF20112910WOOSSKH2O20UR14341610d1010dx1'A" 6000s TFL23118 1237 OS THF23118 1300 6000s SKH232OLIR 1434 16 10d 10 10dx1'A" 6500s TFL25118 1237 0s THF26112 1300 6500s SKH2S20UR 1434 16 10d 10 10dx1"' 60s TFL23118 1237 0sNOSS THF23118 1300 50s SKH2320L/R 1434 16 10d 10 10dxIW' 90s TH035118 1589 THF35112 1612 SOS SKH41OLIR 1900 06116d 10 16d 14" 4500s TfL1714 1325 6 10d 6 10d 6 10d 6 10d 6 10d 12 10d 2 10dx1h" 2 10dxl'A" 2 10dx1'A" 2 10dxl' ' 210dxl'A" 2 10dx1' " 14„ 4500s THF17140 THF20140 THF23140 THF26140 THF23140 THF35140 1075 1081 1350 1350 1350 1650 12 12 18 18 18 20 10d 2 10dx1'A" 10d 2 10dxl'A" 10d 2 10dx1'A" 10d 2 10dx1;5" 10d 210dx1'A" 10d 2 10dx1'A" 14„ 45005 SKH1724UR 1562 16 10d 10 10dx1iS" 5000s TFL2014 1081 5000s 5000s SKH2O24UR 1562 16 10d 10 10dxl'S' WOOS TFL2314 1262 6000s 6000s SKH2324L/R 1562 16 10d 10 1Odx1'A" 6500s TFL2514 1262 6500s 6500s SKH2524UR 1562 16 10d 10 10dxl'A" 60s TFL2314 1262 60s 60s SKH2324UR 1562 16 10d 1010dx1'A" 90s TH035140 1 225 90s SOS SKH414LIR 2060 22 16d 10 16d 4500s TFL1716 1081 6 10d 2 10dx1'A" 5000s TFL2016 1087 (6)10d 2 10dxl'A" 60005 TFL2316 1268 6 10d 2 10dx1'A" TFL2516 1268 6 lOd 2 10dxl' " TFL2316 1268 6 10d 2 1Odx1'A" TH035160 1660 12 tOd 2 tOdxt'A" Double Joist - Top Flange THO Double SPH 16. 4500s WOOS 6000s 6500s 60s SOS THF17157 1475 THF20157 1465 THf23160 1362 THF26160 1362 THF23160 1362 THF351S7 1687 Double Joist - Face THE Double 24 10d 2 10dxl'A" 24 10d 2 10dx1'A" 22 10d 2 10dx1'A" 22 10d 2 10dxl'A" 22 tOd 2 10dx1'A" 22 tOd 2 10dx1'fi" Mount HD 4500E SKNI724LIR 1690 16 10d 10 10dxl'A" WOOS SKH2O24LIR 1562 H1Od 10dx1'A16" 6000s SKH2324UR 1690 tOdx1'A" 6500s 16 6500s SKH2524UR 1690 tOdx1' " 60s 60s SKH2324UR 1690 10dxl'A" 905 0 16d90sSKHHIUR22501111 Field Slope and Skew Joist Hanger LSSH Joist 8CI• Hanger Capacity fibs] Header Joist BCI• Hanger apacity joist Joist Death BCI• Hanger CapacityDeathilIlbslHeaderJoist 9,A„ 4500s TH036950 2050 10 10d 2 10dxl'N' 9,A„ 4500s THF35925 1370 12 10d 2 10dxl'N' SIN, 5000S TH020950.2 2330 101 16d (6)10d WOOS THF20925.2 1390 12 10d 6 10d WOOS TH023950.2 2825 10 16d (6)10d 6000s THF23925-2 6500s THF2592S-2 1625 141 10d 6)10d 100 1046500sTH0259SO-2 2825 10 16d 6 10d 1390 12 tOd 6 10d 0 11A 4500s TH035118 2050 10 10d 2 10dx1'A" 4500s THF35112 1825 16 10d 2 10dxl'A" 0 0 0 0 SOWS TH020118-2 2330 10 16d 6 10d WOOS THF20112-2 18S5 16 10d 6 10d 6000 3 0 0 0 " WOOS TH023118-2 2925 10 16d 6 10d WOOS THF23118-2 1855 16 tOd 6 10d 6500s TH025118.2 2925 10 16d 6 10d 6500s THF2S118.2 1855 16 10d 6 10d 60s TH023118.2 3212 10 16d 6 10d 60s THF22118-2 1855 16 10d 6 10d 14"6500s 4500s 1140 A,. 90s 8PH71118 3455 10 16d 6 10d 90s HD7120 2255 16 16d 6 10d 14" 4500s TH035140 2315 121 10d 2 10dx1'A" 14 4500s THF35140 2320 161 10d 2 10dx1'A" 0 L 050005TH020110.2 2330 10 16d 6 10d SOOOs THF20140-2 2320 20 10d 6 10d 16750 0 ' WOOS TH023140-2 3350 12 16d 6 10d WOOS TNF23140-2 2540 20 10d 6 tOd 0 0 6 6500s TH025140-2 3350 12 16d 6 10d 6500s THf25140.2 2500 20 10d 6 10d 90s 35 9 6 60s TH023140-2 3535 112116411 6 10d 605 THf23140.2 2540 20 10d 61 10d SOS SPH7114 3455 10 16d 6 10d SOS HD7140 2820 20 16d 8 10d 16" 4500s TH035180 2359 12 10d 2 10dx1W 16„ 4500s THF17157-2 2425 22 10d 2 10dxl'A" 16" 5000E TH020180-2 2330 10 16d 6 10d 5000s — WOOS TH023180-2 3137 12 16d (6)10d 6000s THF23160-2 3050 24 10d 6 10d gas 6500s TH025160.2 3137 12 16d 6 10d 6500s HF2S180.2 3000 24 10d 6 10d u S P For more information, STRUCTURAL contact NO CONNECTORS' LISP Structural Connectors ate"' /1 at 1-800-328-5934 or General Notes www.uspconnectors.com Bold Italic hangers required web stiffeners. Capacities will vary with different nailing criteria and/or support conditions: contact supplier or USP Structural Connectors for further information. Capacity values shown are either hanger capacity values see support requirements below) or BCI° Joist end reactioncapauties— whicheverisless. All capacity values are downward loads at 100% load duration. Use sloped seat hangers and beveled web stiffeners when BCI Joist slope exceeds /. per foot. Leave'hs" clearance ('/e' maximum) between the end of the supported joist and the head of the hanger. for BCI• Joist applications, consult USP for capacity reduction. Support Requirements Support material assumed to be Boise Cascade structural composite lumber or sawn lumber Douglas Br or southern pine species). Minimum support width for single- and double -joist top mount hangers is 3" (I W for THO hangers). Minimum support width for face mount hangers with 10d and 16d nails is 1'W' and 2", respectively. 60s TH023180.2 3535 12 16d 6 10d 60s THF23180-2 3050 24 10d 6 10d SOS SPH7118 3455 10 16d 6 IOd 90s M07180 3385 24 16d 8 10d Adjustable Height Joist Hanger MSH Variable Pitch Joist Connector TMP Joist Death BCI• Hanger Capacity bs HeaderDealt ili Joist BCI• Hanger Capacity s] lTooPlatel as a Rafter y,A 4500s— 500s 5 2 s WOOS TMP23 1325 6 Od 4 10d 1' ; 6 0 9,A" 1161 10d 6500s 5 3 5 6 Od 11'A 500s 11 /. 4500s 175 150 6 Od Odxt' ' 5000 90 6 0 WOOSj 3 6000s 3 5 6 Od Od 1 „ 6 0 Od ' 500 5 5 6 s3 6 4 d 60s 25 6 Od 90s 1862 6 Od 6 0 905 P4 1800 6 Od Odx1' " 0 d "' 500s 5 50 6 0 50 Os 14 I SOOOs 90 6 Od 0 ' " 6000s 550 6 0 4 Odx ' " 6000s MP23 1525 6 10 4 ' , 14" 650550 6 6 Os 5 5 6 Od 0 ' " 60s550 6 1 d d 60s TMP23 1525 6 Od 4 lOdxlW' SOS SOS I TMP4850 d 4 iOdxi'A•' 16" 0 668 6 Od ' " 500s 1150 6 Od 5000S— 5000s 90 6 Od d ' " MSM2322 6 0 Od ' " 16" 23 550A d ' " Os S ]22 6 0 Od1 0 25 1550 Od ' " 60s M 2 6 60s 3 50 6 0 s Boise Cascade EWP • Eastern Soec,fer Guide • 08/04/2015 F:r.. •rL`, r l "'`'.i •-. `',ti r-. ..•.:`r _ ' *r^•._\' `„` ,',.•- ",. .mar A i; z l r•: • i-.C-'~ ,, --• r _=-i'f. a .' _,.::. , y..7b . ` :^i ` i• , C'..:.}: I i Boise Cascade has a proven track record of providing`. quality wood products and a nationwide building materials distribution network for our customers, helping them to enhance their own businesses. Boise Cascade Engineered Wood Products build better homes with stronger, stiffer floors using only wood purchased in compliance with a number of green building programs. Take a moment to view our sustainability certification site at http://www.bc.com/ sustainability/certification-audits/ or view our green brochure at www.bc.com/instl1. Boise Cascade Engineered Wood Products throughout North America can now be ordered FSC11 Chain -of -Custody (COC) certified, enabling homebuilders to achieve LEEDO points under U.S. Green Building Council® residential and commercial green building programs including LEED for Homes and LEED for New Construction. Boise Cascade Engineered Wood Products are available as PEFC® Chain - of -Custody certified, SFI® Chain -of -Custody certified and SFI Fiber -Sourcing certified, as well as NAHB Research Center Green Approved, enabling homebuilders to also obtain green building points through the National Green Building Standard. p Lifetime Guaranteed Quality and Performance Boise Cascade warrants its BCI® Joist, VERSA -LAM®, and ALUOIST® products to comply with our specifications, to be free from defects in material and workmanship, and to meet or exceed our performance specifications for the normal and expected life of the structure when correctly stored, installed and used according to our Installation Guide. If in doubt, ask! IFortheclosest Boise Cascade EWP distributor/support center, call f1-800-232-0788 BOISE CASCADE, TREE -IN -A -CIRCLE, BCI, BC CALC, BC COLUMN, BC FRAMER, BOISE CASCADE RIM BOARD, BOISE GLULAM, SIMPLE FRAMING SYSTEM, VERSA -LAM, VERSA -RIM, VERSA -STRAND, and VERSA -STUD are trademarks of Boise Cascade Company or its affiliates. For information about Boise Cascade Engineered Wood Products, including sales terms and conditions, warranties and disclaimers, visit our website at www.BCewp.com Your Dealer is: If no dealer is listed, call 1-800-232-0788 Boise Cascade Engineered Wood Products Great products are only the beginning® Copyright ® Boise Cascade Wood Products, L L.C. 2014 ESG 0810412015 01 RECORD COPY n City of Sanford Building and Fire Prevention Product Approval Permit # ir# 1 8- 2 8 4 Project Location Address, ification Form SANFORD As required by Florida Statute 553.842 and Florida Administrative Code 9N-3, please provide the information and product approval number(s) on the building components listed below if they are to be utilized on the construction project for which you are applying for a building permit. We recommend that you contact your local product supplier should you not know the product approval number for any of the applicable listed products. Be aware that windows, skylights, and exterior doors must be tested in accordance with the Florida Building Code, Section 1714.5. More information about Statewide Product Approval can be obtained at www.floridabuilding.orcl. The following information must be available on the jobsite for inspections: 1. This entire product approval form 2. A copy of the manufacturer's installation details and requirements for each product. Category / Subcategory Manufacturer Product Description Florida Approval # include decimal 1. Exterior Doors Swinging Therma Tru Fiber Classic FL15000-R2 Sliding MI Windows & Doors 420 FL15332-R2 Sectional Wa ne Dalton 5120/6100/9100 #0230 FL9174.3-R11 Roll U Automatic Other 2. Windows Single Hung Silverline Bldg Prod. Corp. Series 2900/4900 Single Hung FL19715-R2 Horizontal Slider Casement Double Hun Fixed Awnin Pass Through Projected Mullions Wind Breaker Dual Action Other June 2014 Category / Subcategory Manufacturer Product Description(including Florida Approval # decimal 3. Panel Walls Siding James Hardi Bldg Prod Inc HardiPlank Lap FL13192-R4 Soffits Aluminum Coils Mastic Endurance FL12194-R3 Storefronts Curtain Walls Wall Louver Glass block Membrane Greenhouse E.P.S Composite Panels Other 4. Roofing Products Asphalt Shingles CertainTeed CorpRoofing_CertainTeed Asphalt Shingles FL5444-R10 Underla ments InterWra , Inc Underlayments FL15216-R2 Roofing Fasteners Nonstructural Metal Roofing Wood Shakes and Shingles Roofing tiles Roofing Insulation Waterproofing Built up roofing System Modified Bitumen Single Ply Roof Systems Roofing slate Cements/ Adhesives / Coating Liquid Applied Roofing Systems Roof Tile adhesive Spray Applied Polyurethane Roofing E.P.S. Roof Panels Roof Vents Lomanco Aluminum Roof Louver FL3792-R8 Other June 2014 Category / Subcategory Manufacturer Product Descri tion Florida Approval # include decimal 5. Shutters Accordion Bahama Colonial Roll u Equipment Other 6. Skylights Skylights Other 7. Structural Components Wood Connectors / Anchors Truss Plates Engineered Lumber Railing Coolers/Freezers Concrete Admixtures Precast Lintels Cast -Crete USA Inc High Strength Concrete Lintels FL158-R8 Insulation Forms Plastics Deck / Roof Wall Prefab Sheds Other 8. New Exterior Envelope Products Applicant's Signature Applicant's Name C cn_r ry1 Please Print) June 2014 e 619017 Florida Building Code Onlinei Business & III ProfessionalRegulation SCIS Home I Log In I user Registration I Hot Topics Submlt Surcharge I scats Q Facts Publications FSC Stall •I BUS site Map Links Search F Ofldd re Zi r Product Approval a usea: public user ir. f 'I /.. A Product Approval Menu > Product or Application Search > Application List > Application Detail FL u FL15000-R2 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer Therma-Tru Corporation Address/Phone/Email 118 Industrial Drive Edgerton, OH 43S17 419) 298-1740 rickw@rwbldgconsultants.com Authorized Signature Vivian Wright rickw@rwbidgconsultants.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Exterior Doors Subcategory Swinging Exterior Door Assemblies Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Lyndon F. Schmidt, P.E. the Evaluation Report Florida License PE-43409 Quality Assurance Entity National Accreditation and Management Institute Quality Assurance Contract Expiration Date 12/31/2018 Validated By Ryan 1. King, P.E. Validation Checklist - Hardcopy Received Certificate of Independence FL1S000 R2 COI Certificate Of Independence odf Referenced Standard and Year (of Standard) Standard Year AAMA/ W DMA/CSA 101/l. S.2/A440 200S ASTM 01929 1996 ASTM D2843 1999 ASTM D635 2003 ASTM E1300 1998 ASTM E84 2000 ASTM G26 1995 TAS 202 1994 Equivalence of Product Standards Certified By Florida Licensed Professional Engineer or Architect https://foridabLdlding.orglprlpr ppp otl.aspx?param=wGEVXQwtDquS73Fr2ZyiPozAnA6CzHQ3yMKg2Hy8%2fuCfc2MRiSC82w%3dOlpad 1/3 6WO17 Florida Building Code Online Sections from the Code Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Cummary of Products Method 1 Option D 05/29/2015 06/28/2015 07/05/2015 08/19/2015 FL # Model, Number or Name Description 15000.1 a. "Aber -Classic" or "Smooth -Star" 6'8 "Non -Impact" Opaque Fiberglass Door with & without Sidelite(s) - Outswing (X, OX or XO, OXO, XX, OXXO Configurations) Limits of Use Installation Instructions Approved for use In HVHZ: Yes Approved for use outside HVHZ: Yes FL15000 R2 11 INST 15000.1.odf Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Other: See INST 15000.1 for Design Pressure Ratings, any Evaluation Reports FL 15000 R2 AE EVAL 15000.1.odf additional use limitations, installation Instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of 'I" part number doors and sidelites, which have been stained or painted within 6 months of installation.) 15000.2 b. "Aber -Classic' or "Smooth -Star" 6'8 "Non -Impact" Opaque Fiberglass Door with & without Sidelite(s) - Inswing (X, OX or XO, OXO, XX, OXXO Configurations) Limits of Use Installation Instructions Approved for use in HVHZ: Yes F5000 R2 II INST 15000.2.odfL1 Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 15000.2 for Design Pressure Ratings, any FLIS000 112 AE UAL 15000.2.odf additional use limitations, Installation instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of "I" part number doors and sidelites, which have been stained or painted within 6 months of Installation.) 15000.3 c. "Fiber -Classic" or 'Smooth -Star" 8'0 "Non -Impact" Opaque Fiberglass Door with & without Sidelite(s) - Outswing (X, OX or XO, OXO, XX, OXXO Configurations) Limits of Use Installation Instructions INST 15000.3.odf Approved for use In HVHZ: Yes Approved for use outside HVHZ: Yes FL L 5000 R2 It Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports 15000.3.odf Other. See INST 15000.3 for Design Pressure Ratings, any additional use limitations, Installation instructions and FL15000 R2 AE EVAL Created by Independent Third Party: Yes product particulars. (This product approval requires the use of "1" part number doors and sidelites, which have been stained or painted within 6 months of Installation.) 1S000.4 d. "Fiber -Classic' or "Smooth -Star" 8'0 "Non -Impact" Opaque Fiberglass Door with & without Sidellte(s) - Inswing (X, OX or XO, OXO, XX, OXXO Configurations) Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL I S000 R2 It INST 15000.4.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 15000.4 for Design Pressure Ratings, any FLIS000 R2 AE EVAL 15000.4.odf additional use limitations, Installation instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of 11' part number doors and sidelites, which have been stained or painted within 6 months of Installation.) 1S000.5 e. "Fiber -Classic" or "Smooth -Star" 8'0 "Non -Impact" Glazed Double Fiberglass Door - Outswing Inswing (XX Configurations) https:/ploridabuilding.orgo/pr app dtl.aspx?param=wGEVXQwtDquS73Fr2ZyiPozAnA6CzHQ3yMKg2Hy8%2fuCfc2MRiSC82w%3d%3d 213 619YZ017 Florida Building Code Online Limits of Use Installation Instructions Approved for use In HVHZ: Yes FLI5000 R2 ti INST 15000.S.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: No Created by Independent Third Party: YesDesignPressure: N/A Evaluation Reports Other, See INST 15000.5 for Design Pressure Ratings, any FL1S000 R2 AE EVAL 15000.5 odf additional use limitations, installation Instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of "I" part number doors, which have been stained or painted within 6 months of installation.) 15000.6 f. "Fiber -Classic" or "Smooth -Star" 6'8 "Non -Impact" Center Hinged Glazed Fiberglass Double Door - Inswing (OX or XO Configurations) Limits of Use Installation Instructions Approved for use In HVHZ: Yes F1.15000 R2 If INST 1S000.6.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: No Created by Independent Third Party: YesDesignPressure: N/A Evaluation Reports Other: See INST 15000.6 for Design Pressure Ratings, any L15000 R2 AE EVAL IS000 6 odf additional use limitations, installation Instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of "]" part number doors, which have been stained or painted within 6 months of Installation.) DBck NCXt Contact Us :: 2601 Blair Stone Road. Tallahassee FL 32399 phone: 850-497.1824 The State of Florida Is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Aaes?rblllty Statement :: Refund statement Under Florida law, email addresses are public records. If you do not want your e-mail address released In response to a Public -records request, do not send electronicmailtothisentity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact; 850. 467. 179S. "Pursuant to Section 4SS.27S(t), Florida Statutes, effealve October 1, 2012, licensees licensed under Chapter 4SS, F.S. must provide the Oeparment with an email address If they haveone. The emalls provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply apersonaladdress, please provide the Department with an email address which an be made available to the public To determine If you are a Ikensee under Chapter 4SS, F.S., pease dldc herre. Product Approval Accepts: t2EM 90 Credit Card Safe hdpS:lAoridabdidng.orglpr/pr app o.aspx?param=wGEVXQwt0quS73Fr2ZyiPozAnA6CzHQ3yMKg2Hy8%2fuCfc2MRiSC82w%3doA3d 3/3 2 11, 1111", 1 nit " I z 6 all A r 7* 36W MAX HopnomrAL CROSS SECTION pma%mm \,v D" mom Fwl- gj EXTERIOR MTERIOR sm A=21 L DOOR PANEL Fiber Ocaec wm OZ/24/12 HINGEc-mRT101ane NXS.aIS=) on wJK oz ic) VOMM C SECrMN Z7n LFS ODOR PANEL W - FL- 15= 3 ar!2 W GLASS M41SEE 25' STEEL INTERCEP7 SPACERINTEMNOTE 1 5A7E C ass ShX LIZE FRAME !A71N. DErAff 139W MAX. PANF2 T, 17SM W1DTH D. IO.YOTH SIDELITIF PAN Smooth Star MIN. CLASS THK. 1/I GI/tSS 1/2' MIN, CLASS THK 42 FRICB401/8' p' # 11... GLASS Gl TEWPERED ::• CLASS 3•S CLASSo-".. i v+ ag ALR SPACE T ;::. t1;,T AIRSPACEC. 1 utpt' ft8 6a e T1PoA 0•," i o GLASS SPACER ERED t 7 g" lk 040 29 SEE NOTE 1 29 a ° i E S" INSULATED CLASS w/ PVC UTE P7?AVF GLAZING DETAIL 41 SEE NOTE 1 ggb s a. ua:r SEE NOTE 1 QHORRONTAL CROSS CRON a SIDEUIE PANEL ply. LlST1C UP UiE FRAsiE /ZPL STIC UP LITE FRAIJE E): TR CED P14: EMUDm SMC q ^° i--• 1-1D7T Y I•D •- ( z Yl l1ILP SECTfON I14 u home earewa) 1. i$ 03 p for Wkm t k bottom I•--1531• 4,,,,,I is as lalloor. From the bottom up on sideR &5', with ( 7) mero epoevd at 9.875" a.. then are (2) scm. both top and bottom at 2.125' in Win each lam TS10ELRErOPArBOTtDAfRAILJ" S10 1l1E BLANK SWE STILE Corner. F :- J 119// 900OSA PINE, sa-O..3 f, JOINTED POZO54 PINE S0e0.43 H In N 02 14 12 trna N.IS wa er. JK P.. LFS I ed FL- 13000,3 4e 49 73 17 18MIN.d GSINK bra r rrrfl Ill` Oh Kea•. fit sox mcu oa ia•i..... eLRlfti 41;•iZ T. Th. shle6b 4 fltrmct set Inca the Jamb With (12) SJa. Item 141 a 68 x 2" pfh. wove rcrew. Thrso are dawn v, 4) of sash verflaal Jamfrom the top at e' 73 135: it-,b, 48. 5- & se Thwrw cre (7) at the 1B Tg header of 4" from the outride Camera of the H 1- 1l Mltl. 21 frame. Them are (2) at the dll. A' from the VAIL MP.) outside comers. c Q c' EaQEBl4B i 7I HORIZONTAL CROSS 57:CTICN c + o 48 1-1/4' MIN. EMS. ( TYP) 45 i 1SMK C4Y4< 17 13 e . 6 44 43 7EZ9 8 7 y k•,Y•:. f.. , r 7 J 81!?B to VE ACTIA 36Av SEE NOTE 1 aU aac 4 12 e 21N. T.S. EXTIMj' 43 aen x JK e 915 as w vs ; 1012HORIZONTAL CROSS SECTION TAE1tIOR aarru eaa Z HORIZONTAL GROSS SECTION lE FL-15000 3 0 FL— L ar 12 p 7A K a II y a IIUWOiiSOWN"FOR a I I MASONRY 4D REFERENCE1 I OPEP41 rYP. HEAD 1 MULLION I I JAMBS 1 SHOWN FOR II REFERENCE 11 I11I 2x BUCK I) p1 I N ASTRAGAL 11 II a SHOWN FOR 11 a REFERENCE II v!d II 1 II° II a II II 8 II i,r. II 1 II DOUBLE BUCK W/SIDE1_[Ttt ANCHORING P MASONRY OPENING CDHCJlE7EA gCNQRNOTE: CionatteawtortooaMwv atfho cvrwa maybL-c4 afod to ma>,.tf ft mtL 2x BUCK edge d3tonce to mortar jamb. Z Concrete crchorfoaatTentnoted as MAX. ONCB4errnnatbeadAdedto rt n1aN filemin. edge datcrsee ro nwtarjatrCr, addtlonedoonaetearlcfrars nW be teglked to ensue the %iAX ON CB.OBYdrmertsron oe rmtexceeded. 3. Canavtoandiartabe_ ems_,,; fitr3`- aunt; srf,.., r. RW e TA CON Vc T-1js' 2 r ELCO Kti1tACON 1pe 1-1/4' 1' P 2x I 1`MUwNH I I SHOWN FOR ll 49 i REFEIR'+cE I 1 rrP. HCAD II Qc JAMBS I I II II II II II II II II II II II k1 MULLION I II SHOWN FOR II I! REFERENCE I1 Il II II II 1 49 8 TYP. HEAD a JAMBS 1 I I6 ASTRACAL 1 SHOWN FOR 1 REFERENCE 1 1 1 a 1 MASONRI OPENIN( Zx BUCK t 6 d 4 " 4' I 7 0 mo MK e a i) c° a 02 4 12 B N.T.S. a O JK e c -. ( FS i FL- I6000.3 0 XF j ion 89525gllf*1111P al ci 1665 1!!3 T4iT 16S 14]S O 3i E7 TIM. 27 TYR e • • y J AS QT S.7S G I o i I.410' OJS ur Qow --^i d SEE NOTE 1 6 6 I 0 djIIff 0 24T. 12 S l ASTRAG4. DETA0. Z N.S. an wn1^. 1 J.11C.LI a OOL OR LFS owsm ru1. THE ASTRAGAL BOLT HAS A 3' THROW AT THE TOP AND THE BOTTOM FL-15OW 3 a ar 1 a 12 0 9 THERMAITRU THLRMA TRU DOORS Tin moug"%f alt.. sooO w. CH 4 1517 FIBER CLASSIC"/ "SMOOTH STAR- 8'0 INSWING w/ & WOUT SIDELITES FIBERGLASS DOOR NON -IMPACT' C84R mom I. the pmduoct has been evalso ed and is 1n mrrVlar=wllh the SQs 6dhbn (ml41 RWo 6 EAV Code PBgsdvchnolmW* mer9sbduftme'l4ghVafodlyHuticane7octe (HYHD. 2 PYoavctorrita6 w0beasraledotsdspaoedas9townonCeto7tMdtarea0edhwdtabase mote. sho11bebeyondwaldmsslctgard=om a When used b me'HVW ft p v& xtlt mqu6ed (o be Wofeded vft an tmyodred t rlt WY-619 mars 0MV66 v M Sallon 106 of the RC. 4. Whsnused (n areas mWe of the %VW recgtgnswnd borne oeba pmlec*n ft produce tta%ftdtobepmtecWvA%cmWpadtedsimtcam tglhoteompjwv4mSedonl m9J2of Qte rBG . I For2c dud kmft condnx5mardw ft of then tadh shal be the same cn*Kd how" tw2c bu¢ mosotrY c saftucMaa 6. Biro cottd7Lu tliatderioJa Qom the daft* of fhb dmwkv mqu2e f,Mheren&ewk g attattae by cQcer- siot rorngWeradmde7ed 7. ft pmdud doesnotmed she wulm ic&itmtton nsquletttettC ltsr me'tNFQ uuwiip unitsshaaf be ftto9edodyfinwrtob6dblsammorathob3obtelocaFampmlectedbyanovwhwgor oca sWysuch Qtatttce mlgle belwerlt the wigs of—iM or ovelttartg tosd blem than 4! e 14MCF CUN11. 7d13 SlEiFr1 a75CfUllON elevatbee.d WeSSlaetSpeMld natb5 2 Door pmd detafs h 3 deloFs 5ber 4. efle pan&J ddd detoL 5 Vedlmlcnxsiacm e olcamse dbre 7 Hafrmt earsmcbm b ssuckk odloft 9 10 Mf26 Fmmaactuahmcome aetd ob 11 d tu of malem & Campomerds 37JVMAA gyp r o° its= lflllflttl{ {{ o 0 3oZd SEE OEM ' A7/ `/ wim 6 20 E IVZRDELM NSN9N Nlr O10a7 11ErA& N-/ SHEET 6 S 5 2mgIDIIl1E5' INS{ tTC UNfr 67.0 47.0 1 ;60.0 1 .60.0 I Ft-75o00.4 I ss $ b •r A rye IA 8 36 Z. EMRIOR I 54 : Wkt o a r ; at v'=. :;. C4' -:"' i' .i'S' .. i:•.;t::'3~` : j. i :: rraruu = o e e c sC"4•'.:f..I.`St;r .. i'. ?'y.t';2 ii•..r o.)1a::.. a r.'1 . + a:q:' 1' i y. .l . r ii.rt,i' •fir 'r•.rti r` 'r:. : 7 <SrJ ' < tl S 3dD0" Olpt IM ERIOR `e i ' m i d DOOR PATfiiWIOT}t v 2 3 T 1 NORRONGL CROSS SEMON ` 1 ® 2 DOOR PANEL 4.W 23 r.-os3s l ,sls 1G3 t.y •,'• PfLa3 _ g to p LA SERE 54 70P RAQ <•f. SMOOTH STAR) (SMOOTH STAR) r' IA o ,,• . n Da PANEL •: fc?; smooth Star L 57 i Z a=a 02 24 12 Bata N.T.S. 36 NIN6E SIRE 8017UM RAIL 2 t'ERRCAL CROSS SECTIO "c0va JK a' SNOOTFf srAR) S7 56(OOTH STAR) x DOOR PANEL ;ZVALFS FL-15000. 4 a 9 I 9 7. TB I 1l ` 13 31 ` 13 I rrrr(fill% dz e s 17 17 6E a£ LT1 A ,• t' n 26 45 s 1 '20 42 '7. 39 31 43 33 1' NOTE 1 .0 77 g t l iL'::.y SE-- I 2S y47 Id SEE 01 w; rfl'r i N01'E 2 I46 46 1• SEE NOTE 2 IA `; is •:?` 47 ti'- : i•^r of B r 3 VERTICAL CROSS SECTION 1 Shown w/lx wb—buck28 19 _ OPTIONAL SURFACE 80LT5 ON ACTNE PANEL w 30t9 73 (SEE DESIGN PRESSURE CWRT) cr 3 l 14 J1 14 73 13 4 L ' i ..` r - tix :)t= ir"' •y SEE NOTE 1 r g 4 I. The 41do6to Is dlrwt act Into the jamb with (12) e ' i Item J43 a /8 x 2' pft woad ccrow. Then an (4) r 1 +• • ..; • . at each vertleal Jamb, from the top down at 13-r. e 1731', 48.5 !c 66', There an (2) at the header at "M 24 12 4" Irom the outAde camera of the frame. then ore sofa N.TS. 2) f13 a A x 2-1/2' pfh. wad srJew d. the ;; ee JK i mA 4' from the outslds comes. cnc LFS 1 VERTICAL CROSS SECTION VE M'kL CROSS SECTION 2. OPTIONAL SURFACE BOLTS ON ACT1- PANEL aft JD - SEE DES10N PRESSURE OARY) FL-15000.4 a e w 6 W J3, J8 Sa1i j y4 lif 3—'S WrKK isr DMEA B SEE N 1 I ,• 1, The idellte 1s dImct set kdo the Jamb 43 with (12) Rem 143 a ¢e x 2' pfh. wood 4screw. There are (4) at each vartfocl from the top dawn of 13.5'. 31% C p a Jcmb• 48.•:'"' k US'. There are (2) of the header d 6 m isf< at 4' fmm the outsfdo comors of the freme. there area (2) 113 a #8 a 2-1/2' of the QA 4' from the f • i: •M1.:t f das y .. { ..: n.. r• Dfh• wood oarww OdtSida oOmers. C li•j'.,+1:w jd l ti.r. UcMORGKW KO 36 45 44 bl 4t 29 35 OPTIONAL SURFACE SOUS ON ACTIVE PANEL 17 ' g SEE OESIGN PRESSURE C1tAftf) In1.1/4N1tL 4 1aAe• (1TPJ JC 3 3 HORIZONTAL CROSS SECTION 8 22 CActau 434g 8 7 SEE NOTE 1 27 8 7 33 1O G1 INACTIVE Acme EBB E is F l` S: 3` r.. 1. s: ift,t:.:'}. r.f;{k; i• Y.e l'i.: t.F. c 27 36 3 Dim 44 u134 9 10 137 45 oam 02 4 12 4 cc" N.T.S. am an JK u T8 2 HORIZONTAL CROSS M LE5 d a' 1 HORIZONTAL CROSS SECTION g FL-15000.4FL a 6 erect arla O 4ram• 4• 4 v: d 7 e 'T•••3%.•,' tad... B- 8• 8- ...; '.., i-n s• r1 ` O:' gg c 0 1 II "w' 1 m` $ ago; o de OPEN G I IreP. HEADI I OPENING g• HEAD I I I ASTRAGAL I I JAMBS I ASTRAGAL I I 1 SHOWN FOR I I ( SHOWN FOR L Z y o• 3 I REFEROME I I 2K BUCK 1 REFERENCE 2X BUCK II 1 it I N- SHOWNaFOR L SHOWNFOR II 1 II (5 C it 1 II No 9 II 1 II 1 v n I 11 I and i I I 1 l i •i, 1 N 77 i•,:-••"DOU9 F DOOR w/cmEI IM .• v'""• :3 DoueLF DaeR BUCK ANCHORING . BLK`K ANCHORING I II II - II ja II MASONRY II II MASONRY OPENING I A11BS I I OPENINGKMJAMBIIIIp II II 2x SUCK /_ EONCREt>:4NCJfORNOTFS. V. BUCK II SHWONOWN FOR II I. Gamete -nehorbe-Qons i the canes maybe oc&atod t-mdntdn the mh (I REFERENCE 11edgealancetomortarldnttc " 2.ConcefewcharbcationcnotedosA4JLONfV4MrmuObeaaljWodto ! , evfdnQtemh. edge cWa— to merldrichk add5ond cmcrete -)etas Cfmaybemqu4edtoereurethe ?A" ON C9fWcrvna on are rot e eeded I I MULLION I I r; Concrete anchortabre: I I SHOWN FOR I I REFERENCE I I o o @ II II vas 2• 12 Y N.T.S. 9 t II II ' mil ovcvr. JX o' v }: :..v.::: ., l,vv v,..j -a, on LF5 d SINGLE DOOR W/SIDFLf M SMfYE 060R " p wu • JCK ANCHORING BUCK ANCHORING fJO. ° a v G tlo.x xTr l:.• rn+;c•a3rsNc_ TAPCONe T/r w/r 7 r ELCO ULTRACON 1/ 1•T/d" 1' r DEUML J" r,r rrr: ri 11 CONCRETEANCHOR NOlt3 1. Con=16 andtorb ,'G u at the comes maybe ac Pfed to nx*doh the min. edge ddwce to mo orjohtL 2. Cone.!»ancnmbr&Wmnateddr%tAKONCENWMLctboaaWPO dfo matnfab tho m1h. edgo dDtanco to mort joM addiond c moete andton maybe rogL*ed 10 erwe the %M 6N C&t113t' drlerskm cm not a¢sedad a ConcrWeanrhortobte: 1' NAP 4' lTw7T3,lql 6.1•T/` Y T"T/2' WOOD SCRSY ntfittmVm INWAWT10N NOTE4 drl Ica.1'coddPMianae.&T'ac.vacfi?ol1. Mchfth a Sr edgeMdnlahaRradge waodsaews to ple wt Vw spPft dwood. THE.SG (2) ANCHORS + REO'D ONLY WHEN DP > 47 PSF FRAME uw.r.an..n• TYP. HEAD Mt IAMBS O W" ZX BUCK SEE DETAIL Tip. SAL 11Frr d e r1/l g1tlt i3o 4 e;=j Iti z8 o VY S Si C f Its 11111 UL W/ZX SUCK 1INSTALLATION 13 t IVOCKnON STRM RATES 0 HEAD T DETAIL *5 ® DETAIL '1* THRESHOLD DETAIL BOLT J T A• f 1 I 4 vI SEE DETAIL '2' MASONRY INSTALLA11oN OPENING W/IY BUCKINSTALLAITON TM HOW aJAMRSO FRAME 2X BUCK —,,,,.SEE 14 M' SE OLrWL OETAL 5" I h'v •j L. •:•h'•j VIEW 'B•_•A• B" DOUBLE 008 A• CONCRET£ANCHORNO78: 1. Conoele andwrlocatbru at the comers maybe ccpAfad fa malituIII tie MVL edge ddmtce to mortar joints 2. Concroto aridWrk=foMnolW cs'A X ON CZ?iWmustba adjWed to mdnf mn ffm aft odya dttance to moAarMW, oWowalconcate anchors maybe roquIed to a=* the MAX• ON CENW dTgie won are not sc"dod. 3. Conmeteanchortabtrr DT- 3 • Win•=,=:_ ' r,sEb- _ 119P o TAPCON 1/P 1•i/ Y O aw TAPCONo 3/IC' 1-1/," T 3CNW WALIATION NOTES lQS1 1nCg 1•erlrr rfiefnnl•r L i•i•r a..•..i.^•+lS/H'Rd•1RT. Mar a rtI&urma+ WGadscmww of Wood. lcl — 1 : 00%, O: g. o` v iV• Qlg` 115, o 10WALLATICIN it 8 as MASONRY ItfSTALUQION , o' OPENING _ IFS c d\ a' i a FRAME — iJ d 2X BUCK—,,,,' tj OESEESO •S• cg 14 TIP. 9LL i •i::•`f VIER• A A _I SINGLE D50 OOR W/1X BUCK WMLLA7ION 13 12 WSTALLATIOld 13 10 10 DE'TAn • t0 DETAIL 'S• W/1X BUCK g0 WSTALLATION W BUM 13 LA DETAIL '4' 49 JO W/2X BUCK 13 0 31INSTALLATION 37 W/iX BUCK INSTALLATION 48 OEIAIL -2- ASTRAGAL & SURFACE BOLT STRIKE PLATES ® HEAD 31MCA 30 waft N.T.S. DETAIL as mt JK L SURFACE BOLT STRIKE PLATE LPS j 0 THRESHOLD fL-13000.4 c INFr apt NQ A t 4' % w g y e r 1 Is - do. V 77 27 TMP' 27 7 TYP. N Ar l 6 2. Lfs' 1917 r oas ow —IF -- SEE NOTE t v E f s v r U 4 0.126' 8TTM M. O f 12 anc en IX NQTE* ooc es LFS 3 1. THE ASTFAGAL BOLT HAS A 3" THROW AT THE TOP AND THE 80TTOm. FL-150004 yla 12p amr 05n1aM nrl.trl I U= Fka 0.11 vili yK mamas or n MA-W W6 dwja %dLi g to s7uolR sr e rfloc Paola= 6Y nmaa-tFu .sa ml. J t16Faa us Ru vow wnuanE J it 574E 4 flrCf 574E SP0.A7 s FC amm ft et1pD 0T 6 MW 191br Gk lESSDR IYftlFQitiOGr Ayy a tans ASAOf 930Q;5 on 0 r t M14E .OZr• RX to 0 r 4 La PPiR am Sim11Jpj10lldY9agfGOWLIOBICWOOIOQkWADCOMM 12 Ila r r tF A R 4000 smv Sim 7 r Z 1 1G NW mxvv SIM Wr r 2-I Ilk' PAr awcor SLiw Is s70a7R arm owr .= 01R4OtD WRL 1YIK If ZY m S0 1. Qw RtlOD 17 WC 1 r sra( MqZvLPor>a ROQm PAMM LOU - s m"m Si»S 1Z F AOJ WM RQVW 10W SIR'X Jo01FVZ =443 Y000 f0liJWJ SOr6 IMP I aaoeaar - siau Ati M 1" As u FUM MY srm Ml Box 1-1IG PANnuD SW s- re r f- FN4lPS fU St70Yit Imjwn AIHw" A14FAI:E SIM 0 r Z-l1r Ram Raw mw we SIM 1 0 QMNA 171PE -1 am 33 94M LP WE %RaE Wig me PIASIiC UIE sue. SCUM SCE 3T U 37 f0 r 1-3r ttt mm k000 so= 57 v[0.m 311 4' r 2-3 4 FRI aw ak mr jo Ifir r RBI Pat OOor7a r SnR fvm Iss 41 s- 10 r 1 Iff RASOn 43 If r Z' L0. PR! MW SCREW 4! J r J at11RIDt a7W0 RNM "M lS I Lr00• S+MMWL46 gm aEss1lz+cE eav u11-M 00rJ- 1 IIV FRr SLrao 49 571aYy F RATE AL 1 4 r J-7 4 W PM 0WCRE1E 31 V fig, SS Tcr m 1 How cmavp A0R7 COUPOSRE SS NOW S74f OMMUOK 59.441 S7 ss BMW RAE eooa txaRo9tE 4K O O I'III////rT i1 46 SURFACE ROLr affs. 9S- mm) JO SURFACE r SMIPT PLATE / 129' crrel7 1DiT r— T 44 5f soWWIIIRAlAF FINGER JOINED PONDEROSA AM SG••0.43 USir r L A,. 0 L. IMI W L1Er 8 IMn DOOR ROROM SKTM VINYL. Aso' UAX WALL, 035' UK WALL 5 INSWING srDFirrF BOHON afy 0.09' EMUDED VrvYt. WALL m FL- 15= 4 R R W Building Consultants, Inc. B Consulting and Bnglaeering Services for the Building Industry C P.O. Box 238 Vahico. Fl,33595 Ptom 813.6593197 Plorlda Doaar of P,o&rdond En81no7s C& iflmle of AuthodlAoo No. 9913 Product Sub Category Manufaoturer Product Name Category Therms-Tru Corporation fiber Clessio° / "Smooth Star' extador Svdngtng 118Industrial Drive 8'O lnewfng w/ and w/out 91detttas Doors Exterior Door Assemblies Edgerton, O H 43617 Fiberglass Door Phone (419)298-1740 Non -Impact, Soope: This Is a Product Evaluation report issued by R W Building Consultants, Inc. and Lyndon F. Schmid% P.E. (System ID # 1998) for Therms Tru Corporatton based on Rule Chapter No. 61G20-3, Method 1 D otths State of Florida Product Approval, Department of Business & Professional Regulation. RW Building Consultants and Lyndon F. Schmidt, P.E. do not have nor will acquire financial interest In the company manufacturing or dlstributing the product of in any other entity involved In the approval process of the product named hereln. L/Mtsdons: 1. Th1s product has been evaluated and Is In eompllanoe with the 6th Edition (2014) Florida Bullding Code (FBC) structural requirements Including the 'High Velocity Hurricane Zone' (HVHZ). 2. Product anchors shall be as listed and spaced as shown on detells. Anchor embedment to base material shall be beyond wall dressing or stucco. 3. When used In the 'HVHZ' this product to required to be protected with an Impact resistant covering that complies with Section 1828 of the F8C. 4. When used In areas outside of the "HVHZ° requlring wind borne debris protection this product to required to be protactod with an Impact resistant covering that conVIlas with Section 1609.12 of the F80. S. For 2x stud framing construction, anchoring of these units shall be the same as that shown for 2x buck masonry construction. 6. Site conditions that deviate from the details of drawing FL-15000.4 require further engineering analysis by a licensed engineer or registered architect. 7. Inswing configurations do not meal the water Infiltration requirements for the 'HVHZ'. Inswing units shall be metalled only In non - habitable areas or at habitable locations protected by an overhang or canopy such that the angle between the edge of canopy or overhang to sill Is less than 46 degrees. 8. See drawing FLA6000.4 for size and design pressure UmltaUons. Supporting Documents: 1. Test Report No. TEL 01480337-A,B,C TEL 01460336-A.B,C STT'S00001 16427-t07362 ATI 87608.01-1W18 ETC 0 1 -741-10701.0 ETC 01-741-10703.0 ETC 01-741-10593.0 TEL 06.1031-3 TEL 06-1031-4 Testing Labol4gry Signed by Testing Evatuation Lab.,lnc. Lyndon F. Schmidt, P.E. Testing Evaluation Lab.,inc. Lyndon F. Schmidt, P.E. Lon Hicks, VP Operations William E. Rtdh, P.E. Joseph A. Reed, P.E. Wendell W, Haney, P.E. Wendell W, Haney, P.E. MarkD. Pasero, P.E. Wendell W, Haney, P.E. Wendell W. Haney, P.E. Drawing N_a Prenerad by No. FL 000.4 RW Building Consultants, Inc. (CA 49813) 4% ttis, Jp,,D Lyndon F. Schmidt, P.E. CalculationPrevared by o • ; ' + E f'1 i4 4V i ned Scaled b Anchoring RW Suflding Consultants, Inc. (CA #9813) - 4 don F. Schmidt. P.E. a i•i e is 1•{ttr c a ASTM E1300 Glass Load Lyndon F. Schmidt, P.E Quality Assurance - Certificate of Participation Issued by National Accreditation and Managemedit, f : t „. , • . (ti „ yiY., t.? , q Institute , certifying that Therma--Tru Corporation Is manufacturing products '? .Y,'., t ' ° F;; Lyndon F. Scfunidt, P.E. within a quality assurance program that complies with ISOAEC 17020 and a :t % ; • Fi ; .'. ;;,,;' FL PE No. 43400 Guide 63 ^`ti ' ;;;+`.sr . y, : , ;T2/MIS Sheen Of 1 `.•c, Test Standard ASTM D685.08,ASTM D1929.96 ASTM D2843-99 ASTM D636.03, ASTM D1020-96 ASTM D2843-N ASTM a2fy95 ASTM E84-00a ASTM 131929.96 TAS 202.94 TAB 202-94 TAB 202-94 TAS W2.94 TAS 202-94 Sub Tropical Testing Omega Point Laboratories Architectural Testing, Inc. ETC Laboratories ETC Labomtorfes ETC Labomtorles Testing Evaluation Lab.,lnc. Testing Evaluation Lab.,Iw. Florida Building Code Online Pagel of 3 fir y( d txas Homo I Log In I Vor ltogktratlon I Hot Togo ( Subm t Surehaege I stets a Pass I Putilkatlmts I PeC SW eaS Slla Map tine I search Uus#nes Pro I I product Approval tlSM POICUW Regulation Moouc: Aaoraval Marw > tiedtaS er Aadkal6n seeich AooCotlon list > Appllcadan Detail FL FLLS332-R2 Application Type Affirmation Code Version 2014 Application Status Approved Comments Archived Product Manufacturer MI Windows and Doors Address/Phone/Emall 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext 2S60 bsitlinger@mlwd.com Authorized Signature Brent Sitlinger bsltlingcr@mlwd.00m Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Exterior Doors Subcategory Sliding Exterior Door Assemblies Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed the Luls Roberto Lomas Evaluation Report Florida License PE-62514 Quality Assurance Entity National Accreditation and Management Institute Quality Assurance Contract Expiration Date 12/31/2015 Validated By Sttaven M. III PE 0 Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Standard x9ar AAMA/WDMA/CSA 101/I.S.2/A440 200S 61i1 affirm that there are no changes In the new Florida Building Code which affect my product(s) and my product(s) are In compliance with the new Florida Building Code. Documentation from approved Evaluation or Validation Entity UYes ONo ON/A https:l/www.floridabuild.ing. org/pr/pr_ap p_dtl. aspx?paraln=wGEVXQwtDgtH8572gvdWI... 8/31 /2015 Florida Building Code Online Page 2 of 3 FLIS332 RZ CDC FLIS332-COMP.odf Product Approval Method Method 1 Option D Date Submitted 04/30/201S Date Validated 04/30/201S Date Pending FBC Approval Date Approved OS/06/2015 Summary of Products FL * Model, Number or Name Description IS332.1 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD OXO 145-3/4"x80' NON - REINFORCED Limits of Use Installation Instructions Approved for use In HVHZs No Approved for use outside HVHZs Yes Impact Resistants No FL15332 ft2 li 08-00500C.odf Verified By: Luis Roberto Lomas 62514 Created by Independent Third Party: Yes Design Pressuras N/A Evaluation Reports Other. REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS332 R2 AE SLo807S& PRESSURE RATINGS Created by Independent Third Party: Yes 1S332.2 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD OX, XO, XX 96'x80' NON - REINFORCED Limits of Use Installation Instructions Approved for use In HVHZ: No F1.15332 R2 iI 08-00498C.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62S14 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other. REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R2 AE 51080Se.odf PRESSURE RATINGS Created by Independent Third Party: Yes 1S332.3 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED OXO REINFORCED 14S-3/4"x96' Limits of Use Installation Instructions Approved for use In HVHZ: No FL15332 R2 11 Oa-02248A.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberti) Lomas 62S14 Impact Resistant: No Created by Independent Third Party: Yes Design Pressures N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLL5332 R2 AE 51.2968A.odf PRESSURE RATINGS Created by Independent Third Party: Yes 1032.4 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED OX, XO, XX REINFORCED 96x96" Unsits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R2 II 08-02249A.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62S14 Impact Resistant' No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports others REFER TO APPROVAL DOCUMENT FOR DESIGN FUS332 R2 AE S 12969A.odf PRESSURE RATINGS I Created by independent Third Party: Yes 15332.5 SERIES 420 ALUMINUM SGD REINFORCED SERIES 420 ALUMINUM SGO REINFORCED XXX 143"x96' Limits of Use Installation instructions Approved for use In HVHZr No FLLS332 1k2 II 08-02250A.Ddf Approved for use outside HVHZt Yes Verified By: Luis Roberto Lomas 62514 Impact Resistants No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other,. REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS332 82 AE S 12970A.edf PRESSURE RATINGS Created by Independent Third Party: Yes 1S332.6 SERIES 420 REINFORCED ALUMINUM SGO SERIES 420 REINFORCED AWMINUM SGD OX, XO, XX 96"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FLIS332 R2 II 08-00499C.odf Approved for use outside HVHZs Yes Verified By: Luis Roberto Lomas 62514 Impact Resistants No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Others REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS332 R2 AE 5i0806B.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.7 SERIES 420 REINFORCED SERIES 420 REINFORCED ALUMINUM SGD OXO 146'x96' ALUMINUM SGD https:/lwww.floridabuilding.org/pr/pr app dtl.aspx?param=wGEVXQwtDgtH8572gvdWI... 8/31/2015 Florida Building Code Online Page 3 of 3 Umlts of Use Installation Instructions Approved for use In HVHZ: No Fl 15332 R2 II OB-OOSO1C.odf Approved for use outsldo HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resis'tantl No Created by independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other, REFER TO APPROVAL DOCUMENT FOR DESIGN EL1533Z R2 AE S108086.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.8 SERIES 430/440 ALUMINUM SGD SERIES 430/440 ALUMINUM SGD X)0( 143'X80' NON - REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No FLLS332 RZ It 08-00502C.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62S14 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other. REFER TO APPROVAL DOCUMENT FOR DESIGN FLLS332 R2 AE 5108098.odF PRESSURE RATINGS 1 Created by Independent Third Party: Yes 15332.9 SERIES 430/440 REINFORCED SERIES 430/440 REINFORCED ALUMINUM SGD XXX ALUMINUM SGD 143'X96' Limits of Use Installation Instructions Approved for use in HVHZ: No FLLS332 R2 It 08-OOS03C.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party, Yes Design Pressure: N/A Evaluation Reports Othert REFER TO APPROVAL DOCUMENT FOR DESIGN FLLS332 R2 AE 5108108.odf PRESSURE RATINGS Created by Independent Third Party: Yes Badr Nowt Cons Us :: 1940 Uodh Ma..: _n Sbv!L Tallahassee PL 32399 Phone: M-487-1824 The Sate or Florida Is an AAMW employer. foewlobt 2007-2013 Sate of Florida.:: P&RCYStaternont t: an a tv Sinmont :: Rdund Statemont under fiarlda law, rnm0 addresses are pubdc recoNs. It you do not want your a -moll address released In response to a publlo-mcords squab, do not nand decaonle mail to this entity. Instead, contact the dam by phone or by traditional moll. If you haw any auestlons, pleaso sonars 850.487. 119S.'Pursuant to Scotian 4W75(1)), Florlds Statutes effanslw October 1, 2012, licensees Ocanstd under Chapter 455, P.S. must provide the Daporhnent with an e:leO address a they hroa one. Th0 emaas provided may be need for o01ckl cohamadatim: with the Ocancea. Hewawr a na0 ddresces are putak record. It you do not wish to supply a personal address, pleaa provide the Doparhnent with an ema0 address which an be made available to the publto To detefmine If you are a licensee, under Chapter 4SS, P.S., please dick bra. Product Approvat Accepts: Crt ditSI AFEblips:// www.floridabuilding.org/pr/pr_app dtl.aspx?param=wGEVXQwtDgtH8572gvdWI... 8/31/2015 TOTES: 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE. 2. WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3. 1% BUCK OVER MASONRY/CONCRETE IS OPTIONAL WHERE IX BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBIUTY OF THE ARCHITECT OR ENGINEER OF RECORD. 4. ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE DESIGN OF THE PRODUCT SHOWN HEREIN. WIND LOAD DURATION FACTOR CO••1.6 WAS :JSED FOR WOOD ANCHOR cALcuLAnONS. 5. FRAME MATERIAL::XTRUDED ALUMINUM 6063—T5. S. UNITS MUST BE GLAZED PER ASTM E1300-04 WITH SAFETY GLASS. 7. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS. S. SHIM AS REOUIREO AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16" OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4•. 9. DOOR ASSEMBLIES INSTALLED WHERE OVERHANG RATIO IS EQUAL OR GREATER THAN ',.0 00 NOT REOUIR_ WATER INFILTRATION RESISTANCE. OVERHANG RATIO - OVERHANG LENGTH/OVERHANG HEIGHT 10. FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE #10 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 3/6' MINIMUM EMBEDMENT INTO SUBSTRATE LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 11, FOR ANCHORING INTO MASONR-/CONCRETE USE 3/16- TAPCONS WITH SUFFICIENT LENGTH TO,ACHIEVE A 1 1/0 MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2 1/2" MINIMUM EDGE DISTANCE LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DERAILS. 12. FOR ANCHOR*W INTO METAL STRUCTURE USE #10 SMS OR SELF DRILLING SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BC-'OMO STRUCTURE INTERIOR WALL LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 13. ALL FASTENERS TO BE CORROSION RESISTANT. 14. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR, MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A ROOD — MINIMUM SPECIFIC GRAVITY OF 0-0.42 B. CONCRETE — MINIMUM COMPRESSIVE STRENGTH OF 3.192 PSI. C. MASONRY — STRENGTH CONFORMANCE TO ASTM C-90, GRADE N. TYPE 1 (OR GREATER). 0. METAL STRUCTURE: STEEL 180A. 33KSI OR ALUMINUM 6063—TS 1/6• THICK MINIMUM 15. APPROVED CONFIGURATIONS: OX. X0, XX. XP. PX, XIP. PIX I TABLE OF CONTENTS 1 SHEET NO. DESCRIPTION 1 NOTES 2 — 3 ELEVATIONS 4 — 10 INSTALLATION DETAILS I REV I oc=rr.om I art I AWRO co 1 A I AOD£D FLANGZ AND nN wsfAL1ATON 112/1G/13 I r+_. 1 SIGNED: 1Z/1G2013 MI WINDOWS AND DOORS LLC 0111111ifI/Il, i 1001 W. CROSBY RD CARROLLTON, TX 75006 d iGENS9ip 11• D *' SERIES 420 SGO REINFORCED WITHOUT ADAPTER 96" x 96" NOTES E OF i.5;°1ORVOt G\t JOwaeorw1xeatv V.L. 08— A9 A i a ONAitIV-t \\\\ N a c mgNETS10/50/13 1 OF 10 1 F1 HE 96" MAX FRAME WIDTH ANCHORS TO BE EQUALLY SPACED 2) ANCHORS C$sue LOCATION SEEFOR NUMBER OF LOCATIONS REQUIRED 6 MAX 6" MAX T- 6" AX AME IGHT L 6• MAX 1 SERIES 420 SGO REINFORCED WITHOUT ADAPTER EXTFAM 17EW OES/(rNPRESSURER nw DAPACTRITTNG t35.0PSF NOAIE WnHP-14r SILL SEE CHARTS 117 AN042 FOR OTHER UNITS RAT WGS DEEGNPRCSSURERAnNG IMPACTRtnNO 25WO 6PSF NONE SIMCMRTS03 AND Ala FOR OTHER UMTS RAnNOS 6" MAX CNARrIN WIDT2-IM'SILL WHERE WATER INFILTRATION RESISTANCE IS REQUIRED. cYc,lI1TC a CNCGT 1 Dodon praemrta share (psf) Odell inVVtlM h) From see IAA 12o IAA IOb01 M) enoo 7zw I.aI ee.00 Pa Ng Pa Hg as Mee d Nee a40 10.0 A 40A SU aaa 4 0 4L0 as.0 40 4 NA a10 aQ1 a•. s20 A 3.1 a7./ sic age a• 1 0 7 0 cuwroF2 WRH2-7h2"SQL WHERE WATER INFILTRATION RESISTANCE IS NOT REQUIRED. SEE NOTE 9 SHEET I Deslen preeearo chart 080 Frame ye a, eat tti 3s.0 soao szoo 420 etoo I•e etoo Pas Mee Por Mep Pox Ne9 PLO Kee ao ee. 3e. a2A azo MA 632 452 Y.0 U.0 p p 3•A 3iA SLe 334 IaA Oe 1 3./ a uA e at.i 6A D COP110N WIC APRaP'm ADDED FIANCE AND FIN INSTAUATION 12/10/13 R.L CNARTAS WHERE WATER INFILTRATIOMAESISTANCE IS REQUIRED. oec u =a oslsrer I Da3f9AprCS477e ch•!! (D30 Fetrle SF. FendWTtlrslReme VNdaO I• o wbM sa atA IxA Pw Ahe Fos I Ng por A146 tC0 25A RA 25.01 41J 2U 37.4 280 34.4 ao] 3u I3A 322 99 Ub I 17A I 7b.0 I 3 TIT 30.3 sae 10.7 s o 31.4 ZLO 1 241.11 CHARria WITH 7•112'SLL WHERE WATER MrFlLTRAnON RESISTANCE 4S NOTREOUIREQ SEENOTE9 SHEEr7 CHART LIS Oedon prwwrs chart (pso s pmol,ro Total e0 Ra.W sat Ito IRo fads 7zo0 00KOD Pw Nag Poi Ng PLO Mee PLO Mg 0 1.7 a1.7 a7A 3T.4 3aA a A ste0] IN— 2sze3332aas332,303 30] 441.0 Mramaer dendrorlonefero fwdtvd Rana aAandToolPramsNORuleMvb 2ao 4zo seA fh) o eeo Nis lm NLa 1. 0 NLS rama lie a 1 1 • I e 1 • a 6 6 R0 1 e 3 0 e e 6 e Lo 4 B 6 6 e e e etA a e e e e e e III WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON. TX 75006 r, SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96, a 96• ELEVATION 11 muwlt VA- owNa 08-02249 Fu A s,:,ac NTS — 10/30/13 "EuZ OF 10 OF 1 A FF HE 06' MAX FRAME WIDTH ANCHORS TO BE EQUALLY SPACED 2) ANCHORS PER LOCATION SEE CHART 16 FOR NUMBER OF LOCATIONS REQUIRED 6- MAX 6. VAX 6- MAX 6' AX WE GMT L 6- MAX SERIES 420 SGO REINFORCED WffHOUT ADAPTER EX77:RIORVJEW OESFGVPAESSVRERATING WACTRA7W0 135.OPSF NONE wrtN2-rar sru Sty CHARTS 01 AND Q SHEET2 FOR 07HDT IlArs S AATTNM DESlrNPftESSURERATING IMPACTRATTNG 26 01-28.6PSF I NONE 107H I-WSIEL SEE CHARTS 03ANDS4 SHEET2 FOR OTHER UNRS RATINGS aatsn DcFcw 011 aFIC I M 6N0 AOpm FLANGE IL40 MN INSTILLATION 12/10/13 1 R L CHART 16 HamNr Wo—bw/eea0e#w mmina Pang ae6ToUlUtVA(h(ko Harts 1 aao sa.o c o I 4x6 aao 7sa SAO a6r Rag liembi Nae Ama Nay AInb ma8 Ama aao 4 a 6 60 a e 6 µ0 1 e 5 e 6 6 6 6 aaa c a e c e e s 60.0 4 6 1 6 6 a a e a 5 3/B' --•1 2 1/32' 2 1/3T Slu ALUMINUM 062-T5.03977-OCK I 1 1/2- 1 112,SILL ALUMM9N 606943.055TMC,< MI WINDOORS LC 1R'Il` 0-''9 i 100001yW. CANDROSB RD CARROLLTON, TX 75006 J`S v.•OeAr SERIES 420 SGD REINFORCED WITHOUT ADAPTER k• 96' x 96• FIN ELEVATION 4AR Or. V.L. 1 0"2249 n+1s NTS — 10/30/13 —3 OF 10 1/2' MIN. EDGE DISTANCE 1 3/8' MIN. W000 FRAMING EMBEQAfENi OR 2X BUCK i BY OTHERS MAx. SHIM SPACE 1 3/8' MIN. Ile MAX t0 WOOD EMBEDMENT SPACE SCREW RVIM1/2' MIN. EDGE DISTANCE 10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS EXTERIOR U LU INTERIOR VERTICAL CROSS SECTION WOOD FRAMING OR2Y8UCKWSTALLATION NOTES 1. INTERIOR AND EXTERIOR FINISHES. BYOIHERS MOT"WH FOR CLARITY. 2 PFRINETER AND JOrMSEALANT BYOrfEAS TO SE 0E6*tJED OJACCORDANCEV4THASTIN Ell f2 SILL TO BE SET IN A BED OF VULKEM 116 CONSTRUCTION ADHESIVE OR EQUAL SEE SHEET 3 OR SILL OPTIONS MIN. IENT 10 5 WOOD FRAMING OR 2X BUCK BY OTHERS r¢asloks p OAE I AFMM ADDED FLANGE MID FIN INSTALLATION 12/10/13 I R.L. JAMB INSTALLATION DETAIL WOOD FRAMING OR 2Y BVCK WBTAUA110N MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96' x 96' FRAME INSTAU.ATION DETAILS mane V.L 08-02249 NTS -- 10/30/13 —4 OF 10 v-CEHSF Pir ATE OF •u i 20R10t • METAL STRUCTURE BY OTHERS 10 SMS OR SELF DRILLING SCREW METAL STRUCTURE BY OTHERS EXTERIOR 1 /4' MAX. SHIM SPACE 10 SMS OR SELF DRILLING SCREW INTERIOR VER77CAL CROSS SECTION METAL STRUC7UREMrAU ATW NOTES` 1, NTER/ORAND EXTERIOR FIWSHES BY OTHERS NOT &HOWN FOR CL40?1: 2 PERIMETER AND JOIM SEILAN/BYOTFIEAS TO SE DESIGNEDWACCORDANCEW MASTME2II2 L TO BE SET IN BID OF WLKEM 116 NSTRUCTION ADHESIVE EQUAL SEE SHEET 3 FOR SILL OPTIONS I-- 7/8- Wl EDGE OISTA L 10 SMS OR SELF DRILUNG SCREWS METAL STRUCTURE BY OTHERS R,/69d5 oeswnla+ ar_ arvnovm A ADDED FIANCE AND fN P15TAuAnoN ' 12/10/13 RA. I— — JAMB INSTALLATION DETAIL METALSTRUOT mEMfSTALLAttON Mf WINDOWS AND DOORS LLC 1Tnu1II toot W. CROSBY RD CARROLLTON. TX 75006 J S .... r•GENS 0 1SERIES420SGOREINFORCEDWITHOUTADAPTER 96" x 96" FRAME INSTALLATION DETAILS 54j0 , ATE t 2 ORan FEV 08- 02249 A 0ygRi1 111 1111W-"NTS wE 10/30/13—S OF 10 2 1/2' MIN. tr EDGE DISTANCE a 1 1/4' MIN. a• EMBEDMENT CONCRETE/ MASONRY 1/4' MAX. BY OTHERS r SHIM SPACE OPTIONAL f1XBUCK ro BE PROPERLY SECURED SEE NOTE 3 SHEET 1 3/16' TAPCON EXTERIOR LJJ I.L-J INTERIOR SILL TO BE SET IN A BED OF VULKEM 116 CONSTRUCTION ADHESTVE OR EQUAL 3/16' TAPCON SEE SHEET 3 FOR SILL OPTIONS MASONRY/ CONCRETE BY OTHERS a 1 1/4' MIN. a'• , . EMBEDMENT 2 1/2- MIN. EDGE DISTANCE VERTICAL CROSS SECTION COWCRBT EA"SOIRY INSTALLAnON oescm7m+ ure I opw m ADDED RANGE AND nN INSTALLCTION I 12/1D/13 JR.L 1 1/4' MIN. EMBEDMENT 1/4' LOX. 2 1/2' a ' SHIM SPACE INTERIOR MIN, II EDGE DISTANCE 3/16- TAPCON CONCRETE/MASONRY BY OTHERS EXTERIOR JAMB INSTALLATION DETAIL OPTIONAL 1 X BUCK TO BE PROPERLY CONCR6rewSONRYINSTALIATION SECURED SEE NOTE 3 SHEET 1 NOTES' 1. INMWR AND DGERIOR RNISHES, BYOnIERS NOT SHOWN FOR CLARRY. 2 PERINETFR ANOJOWT SEALANT BYOTHERS TO BE OESlGNEO WACCORDANCE WTTN ASTAlE2112 MI wiN oww. AND DOBY ORS llc CARROLLTON. TX 75006 StRl1l0, ti.,•'\OENo' 4U+- o S *= SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" z 9 N DETAILSFRAMEINSTALLATION y7 aC o • AT OF tam tEv` oeAxnx V .L o1w No 08-02249 Rt" A oNTS 10/30/13 6 OF 10 WOOD FRAMING OR 2X BUCK BY OTHERS I' MIN. DISTANCE 1 3/8- MIN. EMBEDMENT 1 /4' MAX. SHIM SPACE 10 WOOD SCREWS EXTERIOR LA LU INTERIOR 0 HE SET IN OF VULKEM 116 RUCTION ADHESIVE UAL 10 WOOD SCREW SEE SHEET 3 FOR SILL OPTIONS WOOD FRAMING OR 2X BUCk BY OTHERS MIN. ENT VERTICAL CROSS SECTION WOOD FRAWNOOR 2X BUGK INSTAL A TKW NOTES., 1. AITSWORAND EXIERIOR FW011f8, BYOTHERS, NOT SHOWN FOR CIAR"V.. 2 PEftWETER ANDJOOVT SEALANT BYOTHERS TO SE DESIONED /N ACCOMMAfOEWITH AST-! E2112 T- 1 3/8" MIN. EDGE DISTANCE 10 9 WOOD FRAMING OR 2X BUCK BY OTHERS 1 /4" MAX. SHIM SPACE acleswla olscl®11a+ a1F AiORO/f7 AMM FLANGE AN0 FIN 1`6rAUAMN 12/10/13 I RL IA/TCDl^o JAME INSTALLATION DETAIL HVODFR AArMOR2X8UCKN5TAUATKIN MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 420 SGO REINFORCED WITHOUT ADAPTER 96" x 96" FLANGE INSTALLATION DETAILS DRAM! N1C NA R V,L 08-02249 SOM NTS — 10/30/13 —7 OF 10 S\L111tT I I Q',' JS` ENSd/9'P i TATE OF METAL STRUCTURE BY OTHERS p10 SMS OR SELF ORILUNG SCREW METAL STRUCTURE BY OTHERS EXTERIOR 1/4• MAX. SHIM SPACE 10 SMS OR SELF DRILLING SCREW INTERIOR SET IN VULKEM 110 ON ADHESIVE SEE SHEET 3 FOR SILL OPTIONS VERTICAL CROSS SECTION MErAL 67RUMRE IAISTAU A77ON NOTES: 1. INTERIOR AND EXTERIOR FINISHES, 8Y OTNE4S, NorSNOtwFORCLARRY. 2 PERQAE7ERANOJOINT SEALANr8Y OT H R8 TO 66 OES WED INACCORDANCE WrNASw E21Y2 7/8- MIN. EDGE DIISTANCE 1 110 SMS OR SELF DRILLING SCREWS METAL STRUCTURE BY OTHERS Dtv cowrrcN A ADDED FLANGE AND fN DLSTALLAZON 1 /4' MAX. SHIM SPACE JAMH INSTALLATION DETAIL METAL STRUCTURE WSTALLAT7ON D2Lt+ 7113 ILL Iwil WINDoWw. ceoseDOORS LLC RL0,- CARROLLTON. TX 75006 5 v, \GENIt D SERIES 420 SGD REINFORCED WITHOUT ADAPTER 0 x NST x 96" FLANGE INSTALLATION DETAILS p; Q: TAT OF 4, pG wLa owe 08-02249 S 0RI CIA, 111 1`\\\ NTS QKM 10/30 13 8 2F 10 2 1/2- MIN. EDGE DISTANCE 1 1/4" MIN. EMBEDMENT CONCRETE/ : • , ' • : _ MASONRY 1/4' MAX. BY OTHERS SHIM SPACE OPTIONAL 1X BUCK — TO BE PROPERLY SECURED SEE NOTE 3 SHEET } 3/16' TAPCON EXTERIOR LL J LL11 INTERIOR SILL TO BE SET IN A BED OF VULKEM 116 CONSTRUCTION ADHESNE 3/16- TAPCON OR EQUAL SEE SHEET 3 FOR SILL OPTIONS MASONRY/ CONCRETE - i iBYOTHERS t 1 1/4" MIN. EMBEDMENT 2 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION CoNCRErEAA4SON,RYWSTALUTION omgvrcN MY I APxoWa ADM RANGE AND FIN INSULIAMON 12/ID/13 ImL 1 1/4- MIN. EMBEDMENT 1/4- MAX. SHIM SPACE 21/2- r INTERIOR MIN. EDGE 015TANCE f ad r 3//6' TAPCON CONCRETE/MASONRY BY OTHERS 7-- EXTERIOR JAMB INSTALLATION DETAIL OPTIONAL 1X BUCK CONCRETEMASOANYINSTALLITOV TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 NOTES: 1. ROERIOR AND EXTERIOR FDOSHEA BYOTNER& NOT SNOWNFOR CLARTIY. 2. PERUIBTERAND JoNrSEALANTBYOTHERS TO BE OESIGNED /NACCORDANCE WRHASTMEZI02 MI WINDOWW OROS LLC CROSBYND CARROLLTON. TX75006 S1RI1L/0/i v,•GEHSF9iP' 9ST 4-T4AY0; o;F"w,9.Z SERIES 42DSGD REINFORCED WITHOUT ADAPTER x 96O— FLANGE ENSTAI.lA110NDETAILS1pOR1 G` MOM on V,L 08- 02249 111111 \\'\ SCALE NTs — 103013 —0 of 10 WOOD FRAMING 1/4- MAX BY OTHERS r SHIM SPACE F 1NTERJOR 1 1/4- MIN. EMBEDMENT I-- 3 WOOD SCREW 7/16- MIN EDGE DISTANCE is WOOD SCREW 7/16- MIN EDGE DISTANCE EXTERIOR EXTERIOR AD0E0 FIANCE AND nN INSTALLATION 12/10/13 R.L. 1 5/6- MIN. EDGE GIST. d TRIM : ' , 1 1/4' MIN. INTERIOR EMBEDMENT MASONRY/CONCRETE BY 01HERS IX BUCK BY OTHERS. HOOK STRIP I BUCK TO BE PROPERLY SECURED 3/16- TAPCON JAMB INSTALLATION DETAIL EXTERIOR PANEL INTERLOCK wOOD FRAABNG OR ZYBUCK MISTALLATnN HOOK STRIP INSTALLATION MASONAYACONCRETP 1 OM MIN. METAL STRUCTURE E'I" IvT OTHERS WOOD BY OTH BY OTTHERS INTERIOR TRIM TRIM 1/4- MAX 1 3/8- MIN. j SHIM SPACE M75P INTERIOR INTERIOR VERTICAL CROSS SECTION 1U000 FRAMWO OR 1X BUCK UJSTALLAT7ON FOR SILL. INSTALLATION SEE SHEETS 4-0. HOOK STRIP HOOK 5'TRIP 10 WOOD $10 SELF DRILLING SCREW SCREW PANEL EXTERIOA PANEL INTERLOCK EXTERIOR INTERLOCK HOOK STRIP INSTAU A77ON HOOK STRIP INSTALLATION 2Y9UCK4V00DFR4MING METAL STRUCTURE MI WINDOWS AND DOORS LLC \\ti1Rli l0 f, 1001 W. CROSBY RD \,\? . - • • . TJ9 /iceCARROLLTON, TX 75006 NOTES* SERIES 420 SOD REINFORCED WITHOUT ADAPTER *• 0,.6 5 *- 1.WTE JORANDZMRIOAMANSHES,8YOTHERS. 96" z L y (> NOTSHDINNFOR CLARITY. NAILFIN k HOOK INSTALLATION DETAILS po TAT 2PgMAW EAAND.JOWrSEALANT BYOTHERS TOBE oµva mre Nn acY `':(ORICP• DEWGNEDINACCORDANCEWMiASME211s V. L w1e 08- 0022249 A zs1j'ONa11G\\• NTS 10/ 30/13 10 OF 10 WOOD FRAMING OR 2X BUCK BY OTHERS 110 WOOD SCREW 10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS EXTERIOR 1/2' MIN. I EDGE DISTANCE I 1 3/8' MIN, EMBEDMENT 11 /4' MAX. SHIM SPACE INTERIOR VER77CAL CROSS SECTION WOOD FRANINGOR2X eUCK/NSTALLATTON NOTES: i. INTERIOR ANO OQEmoR FUVISNE$ eYOTNEn AC1rSNOW FOA CLARITY. 2 PERIMETERAND JOINrSF.ALANT BY OTHERS TO SE DESIGNED INACOOROANCEK HASME2112 1 3/8' MIN. EMBEDMENT 1/2" MIN. EDGE DISTANCE 10 WOOD SCREW SILL TO BE SET IN A BED OF WLKEM 116 CONSTRUCTION ADHESIVE OR EQUAL SEE SHEET 2 FOR SILL OPTIONS WOOD FRAMING OR 2X BUCK BY OTHERS 1 3/8' MIN. EMBEDMENT 1 /4" MAX. rSHIM SPACE AM346 pv aEsca+ioN a1E .rvaovco A ADDED CKARTS OS/D8/12 R.L 6 RASED PEA NEW TESTING 10/13/13 R.L C ADDED FIANCE INSTALLATIONS 12/06/13 RL JAMB INSTALLATION DETAIL WOOD FRAMM OR 2X BUCK INSTALLATKIN MI WINDOWS AND DOORS LLC 1001 W. CROSBY RO CARROLLTON, TX 75006 SERIES 430/440 XIX SGO 143" x 96" REINFORCED FRAME INSTALLATION DETAILS DRAW. oeo na F•A• 08-00503 WALE NTS — 02 23/09 —3 OF 9 P. ILI0""' GENs•41y i OEOF ; METAL STRUCTURE BY OTHERS 10 SMS OR SELF DRILLING CREW METAL STRUCTURE BY OTHERS EXTERIOR VERTICAL CROSS SEC77ON METAL STRUCTURE INSTALLATION NOTES: I. wTE RIORANO EXTERIOR FINISNE A 8Y OTHERS` NOT SNOwN FOR CLARITY. 2. PERIMETERAND JOPIT SEALANT BYOTHERS 70815 OESIGNM IN ACCORDANCE MMASTIWE'2112 1 / 4' MAX. LlSHIM SPACE 7 7/ 8' MIN. 10 SMS OR EDGE DISTANCE SELF DRILLING SCREW INTERIOR 10 SMS OR SELF ORIWNG SCREWS 0 BE SET IN OF VULKEM 116 RUCTION ADHESIVE IUAL METAL STRUCTURE SEE SHEET 2 BY OTHERS FOR SIU. OPTIONS L 1 /4- MAX. I SHIM SPACE EXTERIOR av OF50>mloN WE APPOW o A ADDED CHARTS 03/06/12 ILL. L NEMSED PER NEW IESRNC 10/13/13 R.L C ADDED FLANGE INSTALLATIONS 12/06/13 R.L JAMB INSTALLATION DETAIL METAL STRUCT UA6 WSTALLATTON Ml WINDOWS AND DOORS LLC 1001 W. CROSBY RO CARROLLTON, TX 75006 SERIES 430/440 XIX SGO 143" x 96" REINFORCED FRAME INSTALLATION DETAILS onAwx owT! w. F. A. 08-00503 vim. NTS °0E 02/23/09 --4 OF 9 fYe' wl'iy I CONCRETE/ MASONRY BY OTHERS OPTIONAL 1X BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 3/I6' TAPCON MASONRY/ CONCRETE BY OTHERS 2 1 /2' MIN. EDGE DISTANCE a • • ' 1 1/4' MIN. y ° , EMBEDMENT 1 1 /4' MIN. EMBEDMENT T 2 1/2' MIN. EDGE OISTANCE 1/4' MAX. j SHIM SPACE 3/16- TAPCON 3/16' TAPCON CONCRETE/MASONRY BY OTHERS EXTERIOR II II II II II II INTERIOR VERTICAL CROSS SECTION CONCRU&MASONRY INSTAULATION SILL TO BE SET IN A BED OF VIILKEM IIS CONSTRUCTION ADHESIVE OR EQUAL SEE SHEET 2 FOR SILL OPTIONS 1 1 /4' MIN. EMBEDMENT 2 1/2' MIN. EDGE DISTANCE ICA$ 0 RIV oE=innv+ DATE rrAoem A ADDED CRAM D3/06/12 R.L. B RIDME0 PER NEW TESnM 10/15/13 R.L C ADDED FIANCE tNW LAWNS 12/06/13 RL 1/4' MAX. SHIM SPACE JAMS INSTALLATION DETAIL OPTIONAL 1X SUCK WNCRETSWISONRYINSTALLAT/ON TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 NOTES f. INIEIT(ORAND SCMRIOR RMSHES. BYOTHER"a. NOT SNOV/N FOR CLARRV E PER/ATSTER ANDJOINT SEALANT BYOTmrRS TO BE DESIQNW Y'IACCOft0MCEWIIN ASTM 97f l2 MI WINDOWS AND DOORS LLC 100I W. CROSBY RD CARROLLTON, TX 75006 SERIES 430/440 XIX SGO 143' x 96" REINFORCED FRAME INSTALLATION DETAILS UPAWa; OR'0 No. F.A. 0"0503 St" NTS I cm. 02/23/09 ImlETs OF 9 40T4ATT57'2 CIONA' 1A11111 10 FRAMING R 2X BUCK BY OTHERS 10 1W)00 SCREW EXTERIOR 010 WOOD SCREW I WOOD FRAMING OR 2X SUCK BY OTHERS t i/2' MIN. I EDGE DISTANCE 1 3/8' MIN. EMBEDMENT 1 /4' MAX. SHIM SPACE INTERIOR VERTICAL CROSS SECTION WOOD FRAA(M, OR2XBUCKINSTALLATTOV NOTES. T.1NTERM AND 5(TSq R FINISHES. BY OTHERS NOT SHOWN FOR CLARTTY. 2 PERIUET R AND .ADINTSEALMT BY OTHERS TO BE OEVONEONAOOOROANCE W THASTME2112 SILL TO BE SET IN A BED OF VULXEM 116 CONSTRUCTION ADHESIVE OR EQUAL SEE SHEET 2 FOR SILL OPTIONS 1 3/8' MIN, OdeEDMENT T- 1/2- MIN. EDGE DISTANCE 10 WOOD SCREW WOOD FRAMING 1 OR 2X SUCK BY OTHERS 1 3/8- MIN. EMBEDMENT 1/4' MAX. I SHIM SPACE ACASONS REV oE9Cil AON WE .PPFWFD A ADDED CHARTS 03/06/12 R.L B REMED PER NEW TESMG 10/13/13 R.L C ADDED FLANGE INSTAUATIONS 12/06/13 R.L. JAMB INSTALLATION OE ML WOW FRAMING CR 2.l BUCK MrAIUTION MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 430/"0 XIX SGD 143" x 96" REINFORCED FLANGE INSTALLATION DETAILS Mom ONc N0. F.A. 08-00503 V E I )2/23/09 `6 OF 9 RuL10 61"i MR%5 OF _K<+ METAL STRUCTURE BY OTHERS EXTERIOR 1/4" MAX SHIM SPACE I OR 7/6• MIN. LUNG EDGE DISUNCE 110 SMS OR SELF DRILLING SCREWS 1/4" MAX. r SHIM SPACE FINTERIOR FtEVMW KLV cesumm tL1C ppacka A ADOm CNARTS 03/06/12 RA- 0 REVISED PER NEW TESTING 10/15/13 RA- C ADDED RANGE INSTALLATIONS 12/05/13 ILL. SILL TO BE SET IN 5 = 501ABEDOFVL1U(EM 116 CONSTRUCTION ADHESIVE 010 SMS OR OR EQUAL METAL SELF DRILLING STRUCTURE SCREW BY OTHERS FXlERlOA METAL. SEE SHEET 2 STRUCTURE FOR SILL OPTIONS JAMB INSTALLATIONOETAIL BY OTHERS METAL 67RUCTUREIWALLATIOV VERTICAL CROSS SE077ON METAL STRUCTURE LNSTAU ATIOV NOTE£ 1. INTERIOR AND DTTERiaR FkvsmEs.BYOTHL'RA NOT SR OKTV F40RCLARlT1: PERIMETERANO JOINT SEALANT BYOTHLFS TO SE OESIONEO IN ACCORDANCEVVUMASTM E2112 MI WINDOWS ANO DOORS LLC tool W. CROSBY RD CARROLLTON, TX 75006 SERIES 430/440 XIX SOD 143" x 96" REINFORCED FLANGE INSTALLATION DETAILS olTAwx: vKo Sb F.A. 06-00503 NTC 1_— 02/23/09 ISW7 OF 9 11F. IIto// TATE OF Aw Rmsom 2 1/2' MIN. av I gym OKM AITROU CONCRETE/ EDGE DISTANCE A ADDED CHARTS 03/05/12 A-L MASONRY BY OTHERS r I 9 REVISED PER NEW TEWNG 10/15/13 R.L 1 .-.., . • C ADDED FLANGE D=ALIATx1N5 12/06/13 TRZ 1 1 /4' MIN. i ' EMBEDMENT 1 1/4' MIN. 1/4' MAX. EMBEDMENT SHIM SPACE OPTIONAL IX BUCK TO BE li 2 1/7." MIN. EDGE DISTANCE INTERIOR PROPERLY 1/4' MAX. SECURED SHIN SPACE I-NOTE3 3/16' TAPCONSHEET1 3/16" TAPCON n n EXTERIOR I1 I1 1I 11 " " 1WERIOR 3/16' TAPCON II II II II Il II CONCRETE/MASO BY OTH koRIOUAL O BE SET IN OF VULKEM 116 RUCTION ADHESIVE SEE SHEET 2 FOR SILL OPTIONS MASONRY/ CONCRETE ll BY OTHERS F s • • 1 1/4' MIN. EMBEDMENT VEATICAL CROSS SECTION 2 1/2' MIN. CONORETEAWASONRYINSTALLATTON EDGE DISTANCE OPTIONAL 1X BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET i JAMB INSTALLATION DETAIL O0NCREI8%tASONRY /NSTAUAT7CN NOTES 1. INTERIOR ANO EXTERIOR FIAIISHES• BY OTHER5 NOT SHOWN FOR CLARITY. E PERWETER AND JOINT SEN.ANT 8Y0ThWS TO BE DESIGNEDW ACCOADANCE WITH ASTM E2112 MI WINDOWS AND DOORS LLC 1001 W. CROSBY RO CARROLLTON. TX 75006 SERIES 430/440 XIX SGO 143" x 96" REINFORCED FLANGE INSTALLATION DETAILS ORO . on la F.A. 1 08-00503 scar NTS — 02/23/09 —8 OF 9 v •\GEN6t:g6' 4TAlTe;OFWA:! z 2 1 5/6, MIN. EDGE GIST. TRIM INTERIOR MASONRY/CONCRETE BY OTHL]i5 HOOK STRIP 1 1/4' MIN. EMBEDMENT T 1X BUCK BY OTHERS. 1X BUCK TO BE - PROPERLY SECURED EXTERIOR PANEL INTERLOCK HOOK STRIP INSTALLATION 10SONRY/00AVITE INTERIOR TRIM I 1 s/a' MIN. EMBEDMENT HOOK STRIP if10 WOOD SCREW EXTERIOR _: -'-- PANEL INTERLOCK HOOK STRIP INSTALLATION 2reuCK4V000 fRAMWO qrAsms 0E5CFVnQH 047E 4PPIWFD AOOM CKARTS 03/06/12 RL MCA= PER NEW TEWNG 10/13/13 R.L. AWED FLANGE INSTALLATIONS lvos/13 I RL METAL STRUCTURE BY OTHERS TRIM INTERIOR HOOK STRIP 10 SELF DRILLING SCREW PANEL EXTERIOR INTERLOCK HOOK STRIP INSTALLATION METAL STRUCTURE NOTE...^ I. MIERIOR AND O ERIOR FWSNE$ BY07HO9S. NOT 674011N FORCLAM". Z FER(METERANDlOIMSEALANrBYO"483STOBE DESIWEDINACCOAVANCEW MASTME2112 lLCMIWINDaWw Lo /zANDsD00ORS CARROLLTON, TX 75006 A`Sft. v,•v G N@ S oSERIES430/440 XIX SGO 143' x 96' REINFORCED HOOK INSTALLATION DETAILS i/F6,S/EORl0Wotiaxo. Kv 08-00503 c j I10NA}T1 sa> nrrc one e2/23log s1IU 9. OF 9 10/27/2016 Florida Building Code Online acts Home I Log In I User Registration I Mot Top -CS ( submit su,charge I Scats & Facts I Publications I F8C Staff I BCIS Sue Map I Links I search I FI rich Product ApprovaldrUSER: Public user Product Aooroval Menu > Product or Aooli[ation Sean71 > Acolleatlon List > Application Oetall FL # FL9174-RI1 Application Type Revision Code Version 2014 Application Status Approved Comments Archived set to re -apply per applicants request 4/28/15-rb O Product Manufacturer Wayne -Dalton, a division of Overhead Door Corporation Address/Phone/Email 3395 Addison Drive Pensacola, FL 32514 850) 474-9890 Mark_Garon@Overheaddoor.com Authorized Signature Greg Taylor gtaylor@Wayne-Dalton.com Technical Representative Greg Taylor Address/Phone/Email 3395 Addison Drive Pensacola; FL 32514 850) 474-9890 gtaylor@wayne-dalton.com Quality Assurance Representative Address/Phone/Email Category Exterior Doors Subcategory Sectional Exterior Door Assemblies Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer 2J Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed John E. Scates the Evaluation Report Florida License PE-51737 Quality Assurance Entity Intertek Testing Services NA, Inc. Quality Assurance Contract Expiration Date 06/27/2038 Validated By Kurt Dietrich PE 0 Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Standard Year DASMA- L08 2002 DASMA-115 2005 haps://www.floridabuilding.org/pr/pr_app dU.aspx?param=wGEVXQwlOqu111JRfWx(6u7ojnl0heH%2bRKJkizESWxAzegKuY8GeGQ%3d%3d 1/6 1W7/2016 Florida Building code online Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved FL iF Model, Number or Name 9174.1 5120 / 6100 / 9100 #0228 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +26.90/-30.80 Other: 9174.2 15120 / 6100 / 9100 #0229 Method 1 Option D 04/06/2015 04/28/2015 OS/04/2015 06/23/2015 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +15.30/-17.00 Other: Doors with glazing shall not be used in the wind- borne debris region unless protected or unless structure is designed as partially enclosed or door is a replacement door. 9174.3 15120 / 6100 / 9100 #0230 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +25.90/-28.80 Other: 9174.4 15120 / 6100 / 9100 #0231 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +30.00/-33.SO Other: Doors with glazing shall not be used in the wind- borne debris region unless protected or unless structure is designed as partially enclosed or door is a replacement door. Description 9' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Installation Instructions FL9174 R11 It 0228 3189S8 P7.odf FL9174 R11 11 Track Suoolement Chart P10.odf FL9174 R11 11 WDJambSuoolementP16 s.odf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.odf FL9174 R11 AE Eval Rent 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 16' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Installation Instructions FL9174 R11 II 0229 318959 P8.odf FL9174 R11 ll Track Suoolement Chart P10,odf FL2174 R11 11 WDJambSuoolementP16 s.odf Verified By: John E. Scates P.E. FLORIDA PE S1737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 6S3.odf FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 R1l AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 16' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Installation Instructions FL9174 R11 11 0230 318960 P10.odf FL9174 R11 11 Track Supplement Chart P10.odf FL9174 R11 II WDJambSuoolementP16 s.odf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 6S3.odf FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 16' Max width. 8'-9" Max height. Max section height 21'. Solid only - no glazing available. Installation Instructions FL9174 R11 11 0231 318996 PS.odf FL9174 R11 11 Track Supplement Chart P10.odf FL9174 RI1 11 WDJambSuoolementP16 s.odf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 6S3.odf FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FLO9174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.5 15120 / 6100 / 9100 #0234 19' Max width. W-9" Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Installation Instructions FL9174 R11 11 0234 319022 PS.odf FL9174 R11 It Track Suoolement Chart P10.odf FL2174 R11 ll WDJambSuoolementP16 s.odf Verified By: John E. Scates P.E. FLORIDA PE 51737 httpsJ/www.flaridabuilding.orglpr/pr_app dtl.aspx?param=wGEVXQwIDqufItJRNVx(6u7ojnl0heH°G2bRKJkizESWxAzetaiCuYBGeGQ963d963d 2/6 10/27/2016 Florida Building Code Online Design Pressure: +43.20/-49.60 Created by Independent Third Party: Yes Other: Evaluation Reports M2174 R11 AE ASTM A 653.odf R11 AE Eval Rent 9100FL9174 rl s.odf FL9174 R11 AE FLO9174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.6 5120 / 6100 / 9100 #023S 16' Max width. 8' Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 It 023S 319023 P6.odf Approved for use outside HVHZ: Yes FL9174 R11 II 319040 P1 Post.odf Impact Resistant: Yes FL9174 R11 11 Track Suoolement Chart P10,odf Design Pressure: +39.20/-43.70 FL9174 R11 It WD3ambSuoolementP16 s.odf Other: Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 6S3.odf FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FLO9174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.7 5120 / 9100 #0232 18' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 It 0232 318999 PS.odf Approved for use outside HVHZ: Yes FL9174 R11 II Track Suoolement Chart P10.odf Impact Resistant: No FL9174 RI1 II WDJambSuoolementP16 s.odf Design Pressure: +12.40/-13.80 Verified By: John E. Scates P.E. FLORIDA PE 51737 Other: Doors with glazing shall not be used in the wind- Created by Independent Third Party: Yes borne debris region unless protected or unless structure is Evaluation Reports designed as partially enclosed or door is a replacement FL9174 R11 AE ASTM A 6S3.odf door. FL9174 R11 AE Eval Rent 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.8 S120 / 9100 #0233 18' Max width. 8'-9" Max height. Max section height 21'. Glazing available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 II 0233 319000 PS.odf Approved for use outside HVHZ: Yes FL9174 R11 It Track Suoolement Chart PILL& Impact Resistant: No FL9174 R11 If WD1ambSuoolementP16 s.odf Design Pressure: +18.50/-20.70 Verified By: John E. Scates P.E. FLORIDA PE 51737 Other: Doors with glazing shall not be used in the wind- Created by Independent Third Party: Yes borne debris region unless protected or unless structure is Evaluation Reports designed as partially enclosed or door is a replacement FL9174 R11 AE ASTM A 6S3.odf door. FL9174 R11 AE Eval Reot 9100 rl s.odf FL2174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014S.odf Created by Independent Third Party: Yes 9174.9 S120 / 9100 #0236 18' Max width. 8' Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 It 0236 319024 P6.odf Approved for use outside HVHZ: Yes FL9174 R11 It 319040 P1 Post.odf Impact Resistant: Yes FL9174 R11 It Track Supplement Chart P10.odf Design Pressure: +30.00/-33.50 FL9174 Rll II WD3ambSuoolementP16 s.odf Other: Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 6S3.odf FL9174 R11 AE Eval Rent 9100 rl s.odf FL9174 R11 AE FLO9174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.10 5120 / 9100 #0237 18' Max width. 8' Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 11 0222 319025 P6.odf Approved for use outside HVHZ: Yes EL9174 R11 It 319040 P1 Post.odf Impact Resistant: Yes FL9174 R11 lI Track Supplement Chart P10.odf Design Pressure: +39.20/-43.70 FL9174 R11 tl WD3ambSuoolementP16 s.odf Other: Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 6S3.odf FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes hops://www.floridabuilding.org/pr/pr app dtl.aspx.param=wGEVXQwtDqufIIJRfWxf6u7ojnlOhef %2bRKJkizESWxAzegKuY8GeGQ%3d%3d 316 10/27/2016 Florida Building Code Online 19174.11 15120/5140/6100/9100/9400/9600 I9' Max width. 10' Max height. Max section height 24". Glazing tf0600 available in top or intermediate section. Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +26.90/-30.80 Other: Doors with glazing shall not be used in the wind- borne debris region unless protected or unless structure is designed as partially enclosed or door is a replacement door. Installation Instructions FL9174 R11 It 0600 319026 P4.odf FL9174 R11 It Track Supplement Chart P10.odf FL9174 R11 It WDJambSuoolementP16 s.odf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.odf FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.12 15120/5140/6100/9100/9400/9600 19' Max width. 10' Max height. Max section height 24" Glazing rx0601 available in top or intermediate section. Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +41.00/-46.30 Other: Installation Instructions FL9174 R11 11 0601 319027 P4.odf FL9174 R11 11 Track Suoolement Chart P10.odf FL9174 R11 It WDlambSuoolementP16 s.odf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 6S3.odf FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FLO9174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 19174.13 15120/5140/6100/9100/9400/9600 116' Max width. 10' Max height. Max section height 24". Glazing 1F0602 available in top or intermediate section. Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +15.30/-17.00 Other: Doors with glazing shall not be used in the wind- borne debris region unless protected or unless structure is designed as partially enclosed or door is a replacement door. Installation Instructions FL9174 R11 It 0602 319028 PS.odf FL9174 RI I It Track Suoolement Chart P10.odf FL9174 R11 II WDJambSupolementP16 s.odf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.pdf FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FLO9174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.14 15120/5140/6100/9100/9400/9600 116' Max width. 10' Max height. Max section height 24". Glazing tf0603 available in top or intermediate section. Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +23.00/-25.00 Other- Doors with glazing shall not be used in the wind- borne debris region unless protected or unless structure is designed as partially enclosed or door is a replacement door. Installation Instructions FL9174 R11 II 0603 319029 PS.odf FL9174 R11 II Track Supplement Chart P10.odf FL9174 R11 11 WDJambSuoolementP16 s.odf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.odf FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FLO9174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.15 15120/5140/6100/9100/9400/9600 116' Max width. 8' Max height. Max section height 24" Glazing ff0604 available in top or intermediate section. Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +39.20/-43.70 Other: Installation Instructions FL9174 R11 It 0604 319030 PS.odf FL9174 R11 II 319040 P1 Post.odf FL9174 R11 It Track Suoolement Chart PIO.odf FL9174 R11 II WDlambSuoolementP16 s.odf Verified By: John E Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.odf FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.16 5120/5140/6100/9100/9400/9600 18' Max width. 10' Max height. Max section height 24". Glazing 0605 available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 It 0605 319031 P4.odf Approved for use outside HVHZ: Yes FL9174 RI1 11 Track Supplement Chart P10.odf Impact Resistant: No FL9174 R11 It WDJambSuoolementP16 s.odf t*psl/www.floridabuilding.orgtpr/pr epp dtl.aspx?param=wGEVXQwtDqufllJRfWxf6u7ojn10heH%2bRKJkizESWxAzegKuY8GeGQ%3d%3d 4/6 10/27/2016 Florida Building Code Online Design Pressure: +15.30/-17.00 Verified By: John E Scates P.E. FLORIDA PE 51737 Other: Doors with glazing shall not be used in the wind- Created by Independent Third Party: Yes borne debris region unless protected or unless structure is Evaluation Reports designed as partially enclosed or door is a replacement FL9174 RI1 AE ASTM A 653.odf door. FL2174 R11 AE Eval Rent 9100 rl s.Odf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.odf Created by Independent Third Party: Yes 9174.17 5120/5140/6100/9100/9400/9600 18' Max width. 8' Max height. Max section height 24" Glazing 0606 available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 If 0606 319032 P6.odf Approved for use outside HVHZ: Yes FL9174 R11 If 319040 P1 Post.odf Impact Resistant: No FL9174 R11 If Track Supplement Chart P10,adf Design Pressure: +30.00/-33.50 FL9174 R11 II WDJambSuoolementP16 s.odf Other: Doors with glazing shall not be used in the wind- Verified By: John E Scates P.E. FLORIDA PE 51737 borne debris region unless protected or unless structure is Created by Independent Third Party: Yes designed as partially enclosed or door is a replacement Evaluation Reports door. FL9174 R11 AE ASTM A 6S3.odf FL9174 R11 AE Eval Rent 9100 s.odfrl FL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.18 5120/5140/6100/9100/9400/9600 18' Max width. 8' Max height. Max section height 24" Solid only - 0609 no glazing available. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 II 0609 319035 P5.odf Approved for use outside HVHZ: Yes FL9174 R11 It 319040 PI Post. odf Impact Resistant: Yes FL9174 R11 II Track Supplement Chart PI0.odf Design Pressure: +39.20/-43.70 FL9174 R11 lI WD1ambSuoolementP16 s.odf Other: Verified By: John E Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.odf FL9174 R11 AE Eval Rent 9100 rl s.odf FL9174 R11 AE FLO9174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.19 5140/6100/9400/9600 #0608 18' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 II 0608 319034 P4.Odf Approved for use outside HVHZ: Yes FL9174 Rl l II Track Supplement Chart P10.odf Impact Resistant: No FL9174 R11 It WDJambSuoolementP16 s.odf Design Pressure: + 18. 50/-20.70 Verified By: John E Scates P.E. FLORIDA PE 51737 Other: Doors with glazing shall not be used in the wind- Created by Independent Third Party: Yes borne debris region unless protected or unless structure is Evaluation Reports designed as partially enclosed or door is a replacement FL9174 R11 AE ASTM A 653.odf door. FL9174 RI1 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.20 5140/9400/9600 #0607 16' Max width. 8'-9" Max height. Max section height 21'. Glazing available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 II 0607 319033 PS.odf Approved for use outside HVHZ: Yes FL9174 Rll It Track Suoolement Chart P10.odf Impact Resistant: No FL9174 R11 II WDJambSuoolementP16 s.odf Design Pressure: +25.90/-28.80 Verified By: John E Scates P.E. FLORIDA PE 51737 Other: Doors with glazing shall not be used in the wind- Created by Independent Third Party: Yes borne debris region unless protected or unless structure is Evaluation Reports designed as partially enclosed or door is a replacement FL9174 R11 AE ASTM A 653.odf door. FL9174 R11 AE Eval Rapt 9100 rl s.odf FL9174 R11 AE FLO9174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes Back Nczt Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-487.1824 The State of Florida is an AA/EEO employer. Coovdoht 2007.2013 State of Flonda.:: Privacy Statement .. Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public records request, do not send electronic mad to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. 'Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 4SS, F.S. must provide the Oepartment with an email address if they have one. The emalis provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Oepartment with an email address which can be made available to the public. To determine of you are a licensee under Chapter 455, F.S., please dick i=. Product Approval Accepts: rMpsJ/www.floridabuildrig.org/pr/pr_app dll.aspx?Wam=wGEVXOwtDqufllJRfWxf6u7ojnlOheH%2bRKJkizESVVxAzegKuY8GeGQ%3d%3d 516 10/27/2016 Florida BLdIding Code Ordine R7901 "—" Credit Card Safe httpsJ/www.floridapuilding.org/pr/pr_app dU.aspx?param=wGEVXQwtDqufllJRfWxf6u7ojnl0heH%2bRKJkizESWxAzegKuYBGeGO%3d%3d 6/6 A Division of Overhead Door Corporation Jamb Connection Supplement This document provides a series of connection schedules and basic detailing concepts for the connection of garage door jambs to building frames with the use of various fasteners. DASMA Technical Data Sheet TDS-161 may be used as an alternate to this document. P/N 324620 Rev. P16 SCHEDULEI 5/16" DIAMETER LAG SCREWS MAXIMUM SPACING OF LAG SCREWS PER JAMB IN MAIN SUPPORT MEMBER SPECIES SYP SPECIFIC GRAVITY - 0.55 DOUGLAS FIR SPECIFIC GRAVITY - 0.46 SPF SPECIFIC GRAVITY - 0.42 LOAD PER JAMB LB/FT "oTE 100 24 24 24 120 24 24 ' 24 140 24 24 24 160 24 24 24 180 24 24 24 200 24 24 24 220 24 24 22 240 24 24 20 260 24 22 19 280 24 20 17 300 24 19 16 320 22 18 15 340 21 16 14 360 20 16 13 380 19 15 13 400 18 14 12 420 17 13 11 440 16 13 11 460 15 12 10 480 15 12 10 500 14 11 10 520 14 11 9 540 13 10 9 560 13 10 8 580 12 9 8 600 12 9 8 620 11 9 8 640 11 9 7 660 11 8 7 680 10 a 7 700 10 a 7 720 10 8 6 740 9 7 6 760 9 1 7 6 780 9 7 6 800 9 1 7 6 F0"0 aeNd No. W737 •'dow00 O STATE OF O•N'••!ROR%QP Qself 1111 1. BASED ON 5/16' DIAMETER LAG SCREWS WITH 1-1/2' O.D. WASHERS WITH A 1-9/32' THREAD PENETRATION INTO SEASONED DRY WOOD SUPPORTING STRUCTURE. 2. PROVIDE QUANTITY OF LAG SCREWS AS REQUIRED TO MAINTAIN MAXIMUM SPACING AS SHOWN IN TABLE WITH A MINIMUM OF THREE (3) LAG SCREWS PER JAMB. LAG SCREWS AT TOP AND BOTTOM OF JAMB SHALL BE PLACED A MAXIMUM OF 6' FROM THE END OF THE JAMB. 3. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2. EXAMPLE: DESIGN LOAD = 30psf DOOR WIDTH = 161t LOAD PER JAMB = 30ps1 x 1611/2 = 240lb/ft 4. CHART IS BASED ON 6'-6- MINIMUM AND 24'-0' MAXIMUM DOOR HEIGHT. S. DOOR JAMB TO BE 2x4 OR LARGER NO.2 GRADE SPF (SPECIFIC GRAVITY >=0.42) LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. IF MOUNTING OVER DRYWALL, INCREASE FASTENER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION. 6. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 3. 7. MINIMUM EDGE DISTANCE SHALL BE 1/2', MINIMUM FASTENER SPACING SHALL BE 1-1/2-, AND ALL HOLES SHALL BE PRE -DRILLED TO PREVENT SPLITTING. 8. LAG SCREWS SHALL CONFORM TO ANSI / ASME STANDARD B18.2.1. Digitally signed by John E. Scates, P.E. Date: 2015.02.20 09:56:33-06'00' Approved John E. Scates, P.E. 3121 Fairgate Dr. Carrollton, TX 75007 FL PE S1737 TX PE S6308/F2203 Revision P16 SCHEDULE2 16d COMMON WIRE NAILS AND 16d THREADED HARDENED -STEEL NAILS MAXIMUM NAIL SPACING PER JAMB IN MAIN SUPPORT MEMBER SPECIES SYP SPECIFIC GRAVITY - 0.55 DOUGLAS FIR SPECIFIC GRAVITY - 0.46 SPF SPECIFIC GRAVITY - 0.42 LOAD PER JAMB LB/FT NOTE 3 100 24 24 19 120 24 20 16 140 21 17 14 160 18 15 12 180 16 13 10 200 15 12 9 220 13 11 8 240 12 10 8 260 11 9 7 280 10 8 7 300 10 8 6 320 9 7 6 340 8 7 n/a 360 8 6 n/a 380 7 6 n/a 400 7 6 n/a 420 7 n/a n/a 440 6 n/a n/a 460 6 n/a n/a 480 6 n/a n/a 500 6 n/a n/a 520 n/a n/a n/a 540 n/a n/a n/a 560 n/a n/a n/a 580 n/a n/a n/a 600 n/a n/a n/a 620 n/a n/a n/a 640 n/a n/a n/a 660 n/a n/a n/a 680 n/a n/a n/a 700 n/a n/a n/a 720 n/a n/a n/a 740 n/a n/a n/a 760 n/a n/a n/a 780 n/a n/a n/a 800 n/a n/a n/a No. 51737 i tk' 0 STATE OF ; • FSS0NA; 11111 1. BASED ON 16d COMMON WIRE NAILS (0.162"x3-1/2") OR 16d THREADED HARDENED -STEEL NAILS (0.148"0-1/2") WITH A MINIMUM PENETRATION OF 2" INTO SIDE GRAIN OF MAIN MEMBER. 2. NAILS SHALL BE PROVIDED IN PAIRS AT A MAXIMUM SPACING AS SHOWN IN TABLE WITH A MINIMUM OF THREE (3) PAIRS OF NAILS PER JAMB. NAILS AT TOP AND BOTTOM OF JAMB SHALL BE PLACED A MAXIMUM OF 6" FROM THE END OF THE JAMB. 3. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2. EXAMPLE: DESIGN LOAD = 30psf DOOR WIDTH = 16ft LOAD PER JAMB = 30psf x 16fV2 = 240lb/ft 4. CHART IS BASED ON 6'-6" MINIMUM AND 24'-0" MAXIMUM DOOR HEIGHT. S. DOOR JAMB TO BE 2x4 OR LARGER NO.2 GRADE SPF (SPECIFIC GRAVITY >=0.42) LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. IF MOUNTING OVER DRYWALL, INCREASE FASTENER LENGTH TO ACHIEVE MINIMUM REOUIRED PENETRATION. 6. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 3. 7. EDGE DISTANCES, END DISTANCES AND SPACINGS SHALL BE SUFFICIENT TO PREVENT SPLITTING OF THE WOOD. Digitally signed by John E. Scates, P.E. Approved Date: 2015.02.20 09:56:58 -06'00' John E. Scates, P.E. 3121 Fairgate Dr. Carrollton, TX 75007 Fl. PE 51737 TX PE 56308/1`2203 Revision P16 SCHEDULE3 3/8"0 A307 HEADED OR HOOKED ANCHOR BOLTS IN NORMAL WEIGHT CONCRETE MAXIMUM SPACING OF ANCHOR BOLTS PER JAMB (IN) LOAD PER JAMB (LB/NOTE I 2000 PSI CONCRETE 2500 PSI CONCRETE 3000 PSI CONCRETE 100 24 24 24 120 24 24 24 140 24 24 24 160 24 24 24 180 24 24 24 200 24 24 24 220 24 24 24 240 24 24 24 260 24 24 24 280 24 24 24 300 24 24 24 320 24 24 24 340 24 24 24 360 23 24 24 380 22 24 24 400 20 24 24 420 19 24 24 440 19 23 24 460 18 22 24 480 17 21 24 500 16 20 24 520 16 20 24 540 15 19 23 560 14 18 22 580 14 18 21 600 13 17 20 620 13 16 20 640 13 16 19 660 12 15 19 680 12 15 18 700 11 14 17 720 11 14 17 740 1 11 14 16 760 11 13 16 780 10 1 13 16 800 10 1 13 15 E" -SQ4? // No. 51737 O STATE OF ORM 1. BASED ON 3/8'0 A307 HEADED OR HOOKED (1.69" MIN. HOOK LENGTH) ANCHOR BOLTS WITH A 2" O.D. WASHER WITH A MINIMUM EMBEDMENT DEPTH OF 3" AND A MINIMUM EDGE DISTANCE OF 3". 2. PROVIDE QUANTITY OF ANCHOR BOLTS AS REQUIRED TO MAINTAIN MAXIMUM SPACING AS SHOWN IN TABLE WITH A MINIMUM OF THREE (3) ANCHOR BOLTS PER JAMB. ANCHOR BOLTS AT TOP AND BOTTOM OF JAMB SHALL BE PLACED A MAXIMUM OF 6" FROM THE END OF THE JAMB. 3. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2. EXAMPLE: DESIGN LOAD = 30psf DOOR WIDTH = 1611 LOAD PER JAMB = 30psf x 16ft/2 = 240lb/ff 4. CHART IS BASED ON 6'-6" MINIMUM AND 24'-0" MAXIMUM DOOR HEIGHT. 5. DOOR JAMB TO BE 2x6 OR LARGER NO.2 GRADE SPF (SPECIFIC GRAVITY >=0.42) LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. IF MOUNTING OVER DRYWALL. INCREASE FASTENER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION. 6. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 3. Digitally signed by John E. Scates, P.E. Aooroved Date: 2015.02.20 09:57:27 -06'00' John E. Scates, P.E. 3121 Fairgate Dr. Carrollton, TX 75007 FL PE S1737 TX PE 56308/1`2203 Revision P16 SCHEDULE 4 3/8"0 SIMPSON TITEN HD SCREW ANCHORS MAXIMUM SPACING OF ANCHORS PER JAMB (IN) LOAD PER JAMB L NOTE 4 2500 PSI CONCRETE NOTE i 4000 PSI CONCRETE NOTE 1 2000 PSI GROUT FILLED CMU NOTE 2 100 24 24 24 120 24 24 24 140 24 24 24 160 24 24 24 180 24 24 24 200 24 24 24 220 24 24 24 240 24 24 24 260 24 24 16 280 24 24 16 300 24 24 16 320 24 24 16 340 24 24 16 360 24 24 16 380 24 24 8 400 24 24 8 420 24 24 8 440 24 24 8 460 24 24 8 480 24 24 8 500 24 24 8 520 24 24 8 540 24 24 8 560 23 24 8 580 22 24 8 600 21 23 8 620 21 22 8 640 20 22 8 660 19 21 8 680 19 20 8 700 18 20 8 720 18 19 8 740 17 19 N/A 760 17 18 N/A 780 16 18 N/A 800 16 17 N/A ENa • No. 51737 tr- 6'.STATE OF hN Fss ONA; 1. BASED ON 3/8'0 SIMPSON TITEN HD SCREW ANCHOR WITH A 1-3/4' O.D. WASHER INTO NORMAL WEIGHT UNCRACKED CONCRETE WITH A MINIMUM EMBEDMENT DEPTH OF 2-3/4' AND A MINIMUM EDGE DISTANCE OF 2-3/4'. 2. BASED ON &8"0 SIMPSON TITEN HD SCREW ANCHOR WITH A 1-3/4' O.D. WASHER INTO GROUT FILLED CMU WITH A MINIMUM EMBEDMENT DEPTH OF 2-3/4-, A MINIMUM EDGE DISTANCE OF 4-, AND A MINIMUM END DISTANCE OF 4% CONCRETE MASONRY UNITS SHALL CONFORM TO ASTM C90 AND GROUT SHALL CONFORM TO ASTM C476. 3. PROVIDE QUANTITY OF SCREW ANCHORS AS REQUIRED TO MAINTAIN MAXIMUM SPACING AS SHOWN IN TABLE WITH A MINIMUM OF THREE (3) SCREW ANCHORS PER JAMB. SCREW ANCHORS AT TOP AND BOTTOM OF JAMB SHALL BE PLACED A MAXIMUM OF 6' FROM THE END OF THE JAMB. 4. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2. EXAMPLE: DESIGN LOAD = 30psf DOOR WIDTH = 16ft LOAD PER JAMB = 30psf x 1611/2 = 240lb/ft 5. CHART IS BASED ON 6'-6' MINIMUM AND 24'-W MAXIMUM DOOR HEIGHT. 6. DOOR JAMB TO BE 2x6 OR LARGER NO.2 GRADE SPF (SPECIFIC GRAVITY >-0.42) LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. IF MOUNTING OVER DRYWALL, INCREASE FASTENER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION. 7. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 4. S. SCREW ANCHORS SHALL BE INSTALLED PER MANUFACTURER'S WRITTEN INSTRUCTIONS. Digitally signed by John E. Scates, P.E. Aooroved Date: 2015.02.20 09:58:01 -06'00' John E. Scates, P.E. 3121 Fairgate Dr. Carrollton, TX 75007 FL PE 51737 TX PE 56308/F2203 Revision P16 SCHEDULES 3/8"0 HILTI KWIK BOLT 3 EXPANSION ANCHOR MAXIMUM SPACING OF ANCHORS PER JAMB (IN) LOAD PER JAMB LB/FT "OTE4 2500 PSI CONCRETE "OTE' 4000 PSI CONCRETE "OTE' 2000 PSI GROUT FILLED CMU"o" 100 24 24 24 120 24 24 24 140 24 24 24 160 24 24 24 180 24 24 24 200 24 24 24 220 24 24 24 240 24 24 24 260 24 24 24 280 24 24 24 300 24 24 24 320 24 24 16 340 24 24 16 360 24 24 16 380 24 24 16 400 24 24 16 420 24 24 16 0 24 24 16 460 24 24 16 480 24 24 8 500 24 24 8 520 24 24 8 540 24 24 8 560 24 24 8 580 24 24 8 600 23 23 8 620 22 22 8 640 22 22 8 660 21 21 8 680 20 20 8 700 20 20 8 720 19 19 8 740 19 19 8 760 18 18 8 780 18 18 8 800 17 17 8 No. W737 O STATE OF Zll 1111" oW 1. BASED ON 3/8"0 HILTI KWIK BOLT 3 EXPANSION ANCHOR WITH A 1-3/4' O.D. WASHER INTO NORMAL WEIGHT UNCRACKED CONCRETE WITH A MINIMUM EMBEDMENT DEPTH OF 2-1/2' AND A MINIMUM EDGE DISTANCE OF 3'. 2. BASED ON 3/8'0 HILTI KWIK BOLT 3 EXPANSION ANCHOR WITH A I-3/4' 0.0. WASHER INTO GROUT FILLED CMU WITH A MINIMUM EMBEDMENT DEPTH OF 2-1/2' AND A MINIMUM EDGE DISTANCE OF 4 ONLY ONE ANCHOR PER MASONRY UNIT CONCRETE MASONRY UNITS SHALL CONFORM TO ASTM C90 AND GROUT SHALL CONFORM TO ASTM C476. 3. PROVIDE QUANTITY OF ANCHORS AS REQUIRED TO MAINTAIN MAXIMUM SPACING AS SHOWN IN TABLE WITH A MINIMUM OF THREE (3) ANCHORS PER JAMB. ANCHORS AT TOP AND BOTTOM OF JAMB SHALL BE PLACED A MAXIMUM OF 6' FROM THE END OF THE JAMB. 4. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2. EXAMPLE: DESIGN LOAD = 30psf DOOR WIDTH = 16ft LOAD PER JAMB = 30psf x 16ft/2 = 240lb/ft 5. CHART IS BASED ON 6'-6' MINIMUM AND 24'-0' MAXIMUM DOOR HEIGHT. 6. DOOR JAMB TO BE 2x6 OR LARGER NO. 2 GRADE SPF (SPECIFIC GRAVITY >=0.42) LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. IF MOUNTING OVER DRYWALL, INCREASE FASTENER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION. 7. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 4. 8. SCREW ANCHORS SHALL BE INSTALLED PER MANUFACTURER'S WRITTEN INSTRUCTIONS. Digitally signed by John E. Scates, P.E. Approved Date: 2015.02.20 09:58:27-06'00' John E. Scates, P.E. 3121 Fairgate Dr. Carrollton, TX 75007 Fl. PE 51737 TX PE 56308/F2203 Revision P16 ac® Dalton 3395 ADDISON DRIVE PENSACOLA, FLORIDA 32514 850) 474-9890 p0' ` P ENdF•,rt4 /,,i No. 51737dop 40 4 STATE OF A'l0R 0P Z %9SIONAAL IIII Digitally signed by John E. Scates, P.E. Date: 2015.02.20 09:58:53-06'00' J HN E SCAMS. PE 3121 FAIRGATE DR. CARROLLTON. IX 75007 FL PE 51737 111 PE 56306/F2203 PROFESSIONAL ENGINEER'S SEAL PROWDED ONLY FOR VERIFICATION OF WNOLOAD CONSTRUCTION DETAILS 1 6' MAX MAXIMUM SPACING 6' MAX. SEE DETAILS 1. 2. AND 3 REOUIRED FOR VERTICAL POST REINFORCING SYSTEMS, FASTENERS PER SCHEDULES 1 THRU 4 MINIMUM 2-4 STRUCTURAL GRADE LUMBER FOR DOOR HEIGHT ATTACHMENT TO WOOD SUBSTRATE OR MINIMUM 2.6 FOR ATTACHEMENT TO CONCRETE AND GROUT FILLED CMU. 7YP. MINIMUM 21 6 /3 ItBRHEADERLOCK SOUTHERNPINEACKETLUMBER. 4- 4- 2- 3/4- 2) 3/8- SIMPSON TITEN HD SCREW ANCHOR WITH A 1 1/4- WASHER AND A MINIMUM EMBEDMENT DEPTH OF 2- 3/4' AND A MINIMUM EDGE DISTANCE OF 2-3/4'. DETAIL I MINIMUM 2500 PSI CONCRETE NOTE. MAXIMUM DESIGN LOAD CAPACITY OF 2085 LBS. DOOR WIDTH MINIMUM 2.6 /3 Q HEADER LOCK SOUTHERN PINE BRACKET LUMBER. i r 4 4- 4- 4) 3/8' SIMPSON MEN HD SCREW ANCHOR WITH A 1-1/4- WASHER AND A MINIMUM EMBEDMENT DEPTH OF 2- 3/4- AND A MINIMUM EDGE DISTANCE OF 4-. DETAIL 2 MINIMUM 2000 PSI GROUT FILLED CMU NOTE: MAXIMUM DESIGN LOAD CAPACITY OF 2400 LBS. MINIMUM 2.8 /3 r4Z HEADER LOCK SOUTHERN PINE J BRACKET LUMBER.— / 1- 1/2' J \1-1/2' -J 14% 3/8' OIA LAC SCREWS WITH 1-1/4. OD WASHERS. LAG SCREWS SHALL HAVE A MINIMUM PENETRATION OF 1- 9/32- INTO THE MAIN SUPPORT MEMBER. DETAIL A PORT STRUCTURE IMUM DESIGN LOAD DATE CAPACITY OF 2430 LBS DRAWN 1 5 24 1 SHEET T OF 2 Irmrr.KrnI REVISIONS NAME JAMB CONNECTION SUPPLEMENT DRAMANG PART NO. I REV.324620 IP16 wa c® Balton 3395 ADDISON DRIVE PENSACOLA. FLORIDA 32514 850) 474-9890 MIN 25M PSI CONCRETE UM MAX ALLOWABLE FASTENER LOAD MAY EXCEED THE DESIGN LOAD OF THE STRUCTURE. DESIGN OF SUPPORTING STRUCTURE SMALL BE THE SOLE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD FOR THE STRUCTURE 3/8' SIMPSON T1TEN NO. 2-3/4' MIN EMBED. MIN 6' BETWEEN JAMB BRACKET LOCATION - JAMB BRACKET- 1/4-20.9/16' TRACK BOLT AND 1/4-20 HEX NUT TRACK No. 51737 4 * Oft 0 STATE OF ; wN. tl OR-, 21,/pSSIONAL ?\X` Digitally signed by John E. Scates, P.E. Date: 2015.02.20 09:S9:26-06'00' JOHN E. SCATES, PE 3121 FAIRGATE DR CARROLLTON. T. ?NO? FL PE 51737 T. PE 5430I/F2203 PROFESSIONAL ENGINEERY SEAL PROMDED ONLY FOR VERIFICATION OF WANOLOAD CCNSTMlCTION OETAILS 2 3/4' EDGE I MIN 2 . 4 SPF (C-0.42) OR BETTER WALL STUD HM MAX ALLOWABLE FASTENER LOAD MAY EXCEED THE DESIGN LOAD OF THE STRUCTURE. DESIGN OF SUPPORTING STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD FOR THE STRUCTURE 5/16' LAG SCREW WITH 1-9/32' EMBED IN CENTER OF STUD (t 1/4-) FOR EACH JAMB BRACKET LOCATION -J JAMB BRACKET 1/4-20.9/16' TRACK BOLT AND 1/4-20 HEX NU SHEET 2 OF 2 I I DATE I NAME I DRAWING PART MD. REV. JAMB CONNECTION SUPPLEMENT 324620 IP16 The Genuine. The Original. f • O April 28. 2015 Subject: ASTM A653-00 To Whom It May Concern: Overhead Ooor Corporation 2S01 S. State Hwy 121, Suite 200 Levdsville, TX 75067 Phone 469 S49 7100 fax 4695497281 m".0verheaddoor.com This letter is to state that ASTM A 653-00 as tested in FL 9174 meets or exceeds the requirements of ASTM A 653-06. Please feel free to contact me if you need any additional information. Sincerely, Dwayne J. Kornish P.E. FL PE 77945 overhead Door:COr Oration As'. idiaryofSeaweHoldiogsCorporatbn P.•• ;ceasF •.tiffs, , No. 7700 1 STATE OF ' • / AAt John E. Scates, Professional Engineer June 10, 2011 Wayne -Dalton, a Division of Overhead Door Corporation 3395 Addison Dr Pensacola, FL 32514 Re: Evaluation Report for Residential Model 5140/9100/9600 family FL 09174-117 To Whom It May Concern: 3121 Fairgate Dr. Carrollton TX 75007 972) 492-9500 At the request of Wayne -Dalton, a Division of Overhead Door Corporation, I have reviewed the drawings and tests listed below. These doors were tested at an accredited laboratory according to ANSI/DASMA 108-2002 and ANSI/DASMA 115-2005 test procedures. The pressures listed on the drawings are a direct result of these tests. I have concluded that the construction shown on these drawings comply with the structural requirements of the 2007 Florida Building Code. I certify that I meet the requirements of "independence" as detailed in Florida Statute 9N-3.005. Code References 2007 Florida Building Code Section 1609 Wind Loads Section 1609.1.2 ANSI/DASMA 115 - Windborne Debris testing Section 1714.5.3.1 ANSI/DASMA 108 - Static windload testing Test Procedures Testing was conducted in accordance with ANSI/DASMA 108-2002 and 108-2005. ANSI/DASMA 108-2002 is forward compatible with ANSI/DASMA 108-2005. All tests included holding the door at design pressure for a minimum of 10 seconds, and achieving a 150% overload test" or "proof') pressure for 10 seconds. In addition, some of the doors were also tested for windborne debris according to ANSI/DASMA 115-2005. Not all windborne testing included glazing with the door panels. These are itemized in Tables 1 and 2. FL09174-R7 Test Reports ETC-06-976-17575.1, static per 108-02, dated 5/30/2006 ETC-06-976-18185.0, static per 108-02, dated 10/27/2006 ETC-06-976-19011.0, impact per 115-05, dated 4/25/2007 CTLA 1911W static 108-02 and impact 115-05, dated 10/21/2008 CTLA 1911W-3 static 108-02 and impact 115-05, dated 2/10/2009 CTLA 202OW static 108-05 and impact 115-05, dated 3/9/2010 CTLA 202OW-1 static 108-05, dated 3/9/2010 OHD/TREQ ETR 06182-2 static 108-05, dated 5/26/2011 ETC = ETC Laboratories, 297 Buell Rod, Rochester, NY Testing was conducted by ETC at Wayne -Dalton Test Facility in Pensacola, Florida. CTLA = Certified Testing Laboratories, Architectural Division, 7252 Narcoossee Rd., Orlando, FL Testing was conducted by CTLA at Wayne -Dalton Test Facility in Pensacola, Florida. OHD/TREQ = Overhead Door's TREQ facility in Dallas, TX. This facility had a current accreditation per ANSI/IEC/ISO 17025 at the time of testing, listed with International Accreditation Service, Certificate No. TL-368. Installation Instructions The drawings provide installation instructions peculiar to windload reinforcement. In addition, Drawing 307494, Rev P10, provides supplemental track assembly details. Jamb attachment: Methods of securing the door to the mounting surface is detailed in the Jamb Connection Supplement, P/N 324620, Rev P9. This Evaluation Report does not address design of the wall/jambs themselves. These drawings only illustrate common means to attach the door to the jambs. Walls and Jambs should be designed (by others) to withstand the loads imposed by door onto the building. Additional information is available in DASMA Technical Data Sheet TDS-161 at www.dasma.com. OM Drawings TABLE 1. FL 09174-117 Drawing Option Width Height psf Impact Glazing Glazing Static Impact Door Avail Impact Test Test Avail 318958 0228 9 8.75 26.9/-30.8 Yes Yes Yes 17575 19011 Rev P7 318959 0229 16 8.75 15.3/-17.0 No Yes No 17575 Rev P8 318960 0230 16 8.75 25.9/-28.8 Yes Yes Yes 17575 & 19011 Rev P10 1911W3 & ETR6182-2 318996 0231 16 8.75 30.0/-33.5 Yes No No 1911W 1911W Rev P5 318999 0232 18 8.75 12.4/-13.8 No Yes No 17575 Rev P5 319000 0233 18 8.75 18.5/-20.7 No Yes No 17575 Rev P5 319022 0234 9 8.75 43.2/-49.6 Yes Yes Yes 17575, 19011 & Rev P5 18185 & 1911W3 1911W3 319023 0235 16 8 39.2/-43.7 Yes Yes Yes 17575 & 19011 Rev P6 18185 319024 0236 18 8 30.0/-33.5 Yes Yes Yes 17575 & 19011 Rev P6 18185 379025 0237 18 8 39.2/-43.7 Yes Yes Yes 7575, 19011 & Rev P6 18185 & 1911W3 1911W3 3 4 ((o/tk FL09174-R7 TABLE 2. Drawing Option Width Height psf Impact Glazing Glazing Static Impact Door Avail Impact Test Test Avail 319026 0600 9 10 26.9/-30.8 No Yes No 17575 Rev P4 319027 0601 9 10 41.0/-46.3 Yes Yes Yes 17575 & 2020W Rev P4 2020W 319028 0602 16 10 15.3/-17.0 No Yes No 17575 Rev PS 319029 0603 16 10 23.0/-25.0 No Yes No 17575 Rev P5 319030 0604 16 8 39.2/-43.7 Yes Yes Yes 17575 & 19011 & Rev P5 2020W 2020W 319031 0605 18 10 15.3/-17.0 No Yes No 17575 Rev P4 319032 0606 18 8 30.0/-33.5 No Yes No 17575 & Rev P6 2020W-1 319033 0607 16 8.75 25.9/-28.8 No Yes No 17575 Rev PS 319034 0608 18 8.75 18.5/-20.7 No Yes No 17575 Rev P4 379035 0609 18 8 39.2/-43.7 Yes No No 17575 19011 Rev P5 4 FL 09174-I17 Model Descriptions Model 5120/9100 is constructed of 30 gage, ASTM A653-00 CS Type B exterior steel skin with an ASTM A525 G-30 galvanized coating and two coats of polyester paint, a foamed in place polyurethane core, with an interior polylaminate skin, having a thickness of 1.1" for sections with a maximum height of 21" and a thickness of 1.4" for sections with a maximum height of 24". Includes foamed -in -place ribs and a stamped or flush facer design. Model 5140/9400 is constructed of 30 gage, ASTM A653-00 CS Type B exterior steel skin with an ASTM A525 G-30 galvanized coating and two coats of polyester paint, a foamed in place polyurethane core, with an interior polylaminate skin, having a thickness of 1.4" for sections with a maximum height of 24". Includes foamed -in -place ribs and a Y4" deep recessed facer panel that may use optional decorative trim. Model 9600 is constructed of 30 gage, ASTM A653-00 CS Type B exterior steel skin with an ASTM A525 G-30 galvanized coating and two coats of polyester paint, a foamed in place polyurethane core, with an interior galvanized and painted 32 gage skin, having a thickness of 1.4" for sections with a maximum height of 24". Includes foamed -in -place ribs and a stamped or flush facer design. Model 6100 is constructed of 30 gage, ASTM A653-00 CS Type B exterior steel skin with an ASTM A525 G-30 galvanized coating and two coats of polyester paint, a foamed in place polyurethane core, with an interior polylaminate skin, having a thickness of 1.4" for sections with a maximum height of 24". Includes foamed -in -place ribs and a flush facer design with W MDF decorative overlay. e s 1,60 ` FL09174-R7 Additional Limitations The drawings cited above are an explicit part of this evaluation report. The text of this report does not attempt to address all design details, but relies upon the illustrations and text of these drawings and instructions as well. Selected products within this Evaluation have been tested for Windborne Debris according to ANSI/DASMA 115. Tables 1 and 2 indicate the Windborne Debris doors by a "Yes" in the Impact Door" column. Doors with available impact glazing are also indicated in these Tables. These products are not intended for the Florida High Velocity Hurricane Zone (HVHZ). Sincerely, JoTrn E. Scates, P.E. Y Florida PE # 51737 10 6 3121 Fairgate Dr. Carrollton TX 75007 John E. Scates, Professional Engineer fax (972) 492-0077 1 office (972) 492-9500 February 3, 2015 Wayne -Dalton, a Division of Overhead Door Corporation 3395 Addison Dr Pensacola, FL 32514 Re: Statement of Affirmation to FBC 51h Edition (2014) FL 09174-119 To Whom It May Concern: To the best of my knowledge, the products listed in FL 09174-119 conform to the requirements of the 5`h Edition (2014) of the Florida Building Code. I, John E. Scates, P.E., certify that I meet the requirements of "independence" as it relates to Wayne -Dalton (A Division of Overhead Door Corporation). Specifically, 1) 1 do not have, nor intend to acquire or will acquire, a financial interest in any company manufacturing or distributing these products. 2) 1 (my business) is not owned, operated or controlled by any company manufacturing or distributing these products. 3) 1 do not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the reports are being issued. 4) 1 do not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. Digitally signed by John E. Scates, P.E. Date: 2015.02.03 13:32:17-06'00' John E. Scates, P.E. Florida PE # 51737 No. 51737 O STATE Of40 1111IONA ` fa`\\11 elm 1. SHORT PANEL NON -IMPACT RESISTANT GLAZING OPTION - 060' MINIMUM SSB GLAZING IN MOLOED FRAMES SCREWED TOGETHER WITH A MINIMUM OF (6) 00' SCREWS INSTALLED IN TOP OR INTERMEDIATE SECTION (WITH OR WITHOUT DECORATIVE INSERTS) MEETS UNIFORM STATIC DESIGN PRESSURES SHOWN ON THIS DRAWING. GLAZING SHALL HAVE A MAXIMUM NIGHT OF 13.75' AND A MAXIMUM LENGTH OF 16.75'. GLAZING IS NOT IMPACT RESISTANT AND DOES NOT MEET THE REQUIREMENTS FOR WINO -BORNE DEBRIS REGIONS 2. LONG PANEL NON -IMPACT RESISTANT GLAZING OPTION - OW MINIMUM SSS GLAZING IN NO FRAMES CUED WITH A 1 BEAD OF BOSTIK 1100 OR EQUIVALENT UNDER THE OUTER FRAME AND SCREWED TOGETHER WAIN A MINIMUM OF 10) f6W SCREWS INSTALLED N TOP OR INTERMEDIATE SECTION (WITH OR WITHOUT DECORATIVE INSERTS) MEETS UNIFORM STATIC DESIGN PRESSURES SHOWN ON US DRAWING GLAZING SHALL HAVE A MAXIMUM HEIGHT OF 13.75' AND A MAXIMUM LENGTH OF 39'. GLAZING IS NOT IMPACT RESISTANT AND DOES NOT MEET THE REQUIREMENTS FOR WINO -BORNE DEBRIS REGIONS GLAZED SECTION REORRES 18 CA J-STRUT SCREWED TO LOWER INTEGRAL RIB OF SECTION AND OPERATOR SnLE TO BE FACTORY INSTALLED. INSTALLER SHALL FIELD INSTALL Q 1/{-14.7/B' SELF DRILLING CNMPTITE SCREW TO ATTACH E J-STRUT TO TIE INTEGRAL RIB AND OPERATOR STILE AT THE OD41MNE OF THE DOOR PER DETAIL F ON SHEET 2. 3. IMPACT RESISTANT GLAZING OPTION - IMPACT RESISTANT GLAZING SYSTEM MAY SE INSTALLED N TOP OR INTERMEDIATE SECTION (VAIN OR WITHOUT DECORATIVE INSERTS GLAZING SMALL BE 1/+' MAKROLON-AR POLYCARSONATE OR EQUAL. GLAZING SHALL HAVE A MAXIMUM HEIGHT Of 13.21' AND A MAXIMUM LENGTH W 50.08'. GLAZING IS IMPACT RESISTANT AND DOES MEET THE REQUIREMENTS FOR WIND-BORNE DEBRIS REGIONS. SEE DETAIL E ON SHEET 2 FOR ASSEMBLY DETAILS GLAZED SECTION REQUIRES REINFORCEMENT BRACKETS ATTACHED TO U-8AR ON UPPER INTEGRAL RIB (SEE OETAIL G SHEET 2), t6 GA J-STRUT SCREWEO TO LOWER INTEGRAL RIB OF SECTION AND OPERATOR STILE TO BE FACTORY INSTALLED. INSTALLER SHALL FIELD INSTALL (1) 1/+-110/6' SELF DRILLING CRMPTITE SCREW TO ATTACH THE J-STRUT TO THE INTEGRAL RIB AND OPERATOR STILE AT THE CENTERUNE OF THE DOOR PER DETAIL F ON SHEET 2. 13 CA HORIZ ANGLE 13 GA MG ANGLE 16 CA MIN HORIZ TRACK LAC SCREWSucSCR MN 3 AS SHOWN) 16 CA MN VERTTRACT S/16.1-5/6' U SCREW AT EACH JAMB BRACKET 1/+-20.9/16' TRACE BOLT AND 1/4-20 HEX NUT AT EACH JS JAMB BRACKET LOCATION 15 FAA STIFFEN JAMB BRACKETS SEE SCHELOULE FOR CE QUANITY, LOCATION, AND TYPE LOCK OR SUOE LOCO BOTH ENDS (NOT , WITH OPERATOR SEE NOTE 5). SLIDE LOCK SHOWN FOR CLARITY SECTION Salo DOOR SHOWN. SEE SHEET cnoN QUANnTEs AND SEE NOTES t, 2, AND 3 ON TNIS SHEET FOR KEY 4. VINYL OR WOW DOOR STOP NAILED A MAXIMUM OF 6' O.C. MUST OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM REQUIRED 7/16' TO MEET NEGATIVE PRESSURES. 5. KEY LOOK. SLOE LOCKS, OR OPERATOR REGUIRCO. e. SECTION SHALL BE CONSTRUCTED WITH FOAMED N PLACE POLYURETHANE FOAM INSULATION CHEMICALLY BONDED TO 30 CA MINOJUM FACER STEEL AND A POLYLAMINATE BACKER. 2 i ENO CAP TO HAVE A MINIMUM I.1' DEPTH. 7. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD FOR THE BIJIL04NG OR STRUCTURE AND IN GLAZING OPTIONS. ACCORDANCE WITH CURRENT (WILDING CODES FOR THE LOADS LISTED ON THIS DRAWING. 8. DOOR JAMB TO SE MINIMUM 2.6 STRUCTURAL GRACE LUMBER. REFER TO JAMB CONNECTION SUPPLEMENT FOR ATTACHMENT TO SUPPORTING STRUCTURE. 9. LOUVER OPTION - .0+0' MINIMUM LOUVERS IN MOLDED FRAMES SCREWED TOGETHER WAIN A MINIMUM Of (6) /B.1' SCREWS INSTALLED N THE BOTTOM SECTION. LOUVERS ARE NOT IMPACT RESISTANT AND 00 NOT MEET THE REQUIREMENTS FOR WINO -BORNE DEBRIS REGIONS LOUVERED SECTION REQUIRES OPERATOR STILE TO BE FACTORY INSTALLED AT THE CENTERLINE OF THE DOOR. JOIN E. SCATES PC 3121 FAIRCATE OR. CARROLLTON. " 75007 iL PC 31737 TX PE J6im/FZZ03 PROFESSIONAL ENONEEWS SEAL PRONNO ONLY FOR VERFICATKON OF WANOLOAO COINSTRUCRON OETAILS SEE U-BAR NOTE ON SHEET 2 FOR U-BAR INSTALLATION GA ENO CAP EET 18 CA OPERATOR STILE ADHERED TO CENTER OF PA CHANGES TO GENERAL FORMAT AND CHANGED f D" U-BAR FASTENER TYPE I N(1 (3) CENTER MINCES PER JOINT REWIRED ON DOOR WIDTHS GREATER THAN 12'-0'. (3) CENTER HINGES PER JOINT REQUIRED ON DOOR WIDTHS LESS THAN OR EQUAL TO 12'-0'. HEIGHT No. OrSECTIONS OF JAIAtI BRACKETS EACH JAMB) TRACK TYPEOF LOCATION OF GENTEIOjNE OF JAMS BRACKETS MEASURED FROM BOTTOM TRACK (ALL OIMEHSIONS * 2') 7'-0' 6 01 JB . 13 01. 25-1 18 . 3a JB . 45-1 a 0 , 63 JS 7'-0' 8 FAT JB , 10 is). r-3 JB . 29-3 • JB , 42 JB . er, a JB S e a is. 13 01 . 23 JB . 36 JB , 47-1 4' q , Se• JB , e7' q 75 JB B'-0' S 6 FAT JB , 10 JB . 21-3 JB . 29-3 • JB . JB . 57-t a JB , 88 JB , 75-t JB 6-0 IGH LIFT OOF PITCH SEE NOTE BELOW tmr_ JB) FOLLOWING DIMENSION DENOTES SLOTTED JAMB BRACKET ATTACHED TO TRACK WITH 1/+-20.9/t6' TRACE BOLT AND NUT. q) FOLLOWING DIMENSION DENOTES QUICK INSTALL JAMB BRACKET INSTALLED IN BUTTERFLY SLOT. NO ADDITIONAL HARDWARE NEEDED ATTACK TO TRACK. ALL DOORS WITH NIGH LIFT. ROOF PITCH, ANO/OR GREATER THAN 8' IN HEIGHT REO IRE USE OF CONTINUOUS WALL ANGLE. SEE SUPPLEMENT TRACK CHART FOR DETAILS. SUPERIMPOSED DESIGN PRESSURE LOADS ON SUPPORTING STRUCTURE MAX DOOR HE"T UNIFORM LOAD EACH JAMB (PLF) WIDTH 16'-0' ALL 207.2 -230.6 14'-0' ALL 181.J -201.8 12'-0' ALL t0'-0' ALL 129.5 -1++.0 ware. Canon 3395 ADDSON DRIVE PENSACOLA. FLORIDA 32514 ANGEO CENTER HINGE LICE AND ADDEO JVER OPTION. ANGEO STRUT NTIFICATION METHOD 3M COLORED PAINT TO AMPEO NUMBER. T 3/8/06 ADDEO SUPERIMPOSED SIGN PRESSURE LOADS FASTENERS AND CENTER HINGES REOUXREO FOR NARROWER DOOR VAOTHS MR8 5/10/O6 PIS ADDED IMPACF RESISTANCE TO DOOR. STATE THAT LOUVERS ARE NOT IMPACT RESISTANT. CRT 6/6/07 P7 MOOIFEO JAMB BRACKET SCHEDULE FOR FAT OPTION. ADDEO LHR TRACK DETAIL SHEET 2 CRT 4/17/08 PS ADDED IMPACT RESISTANT GLAZING. ADDED TEXAS LICENSE NUMBER TO TITLE BLOCK. CHANGED LOUVER NOTE NCREASEO MAX HEIGHT TO 8'-9'. ADDEO HIGH LIFT AND ROOF PITCH TRACK NOTE. CRT 7/22/08 P9 UPDATED TITLE BLOCK CRT 8/26/10 P10 ADDED LONG PANEL GLAZING OPTION CRT 3/15/11 STATIC PRESSURE RATINGS APPROVED SIZES SCALE: N.T.S. SIZE. A OESIGN (PSF): +25.90/-28.80 MAX MOTH: 16'-0' OATS NAME TEST (PSF): +38.85/-e3.20 MAX HEIGHT 8'-9' DRAWN 3/8/06 GIRT IMPACT/CYCLIC RATED (YES/NO). YES MAX SECTION HEIGHT: 21' CHECKED 4/6/06 MRS MODELS 5120/6100/9100 SHEET 1 OF 2 DRAWING PART NO REV. WINDLOAD SPECIFICATION OPTION CODE 0230 318960 P1O 13 GA ADJUSTABLE TOP PLACE U-BAR OVER INTEGRAL RIB 13 CA ADJUSTABLE FIXTURE ATTACHED TO WITH THE (6) PRE- PUITHETOP TOP FIXTURE PRE -PUNCHED NOTES NOTES EACH ENO FACINGARD IN BOTTOM OF U-BAR / AND ATTACH THRU ENT WITH (x)) 1/1-Las/a' EACH END rITN (2) 1a CRIMPi11E SCREWS SELF DRILLING CRIMPTIWS FOR STANDARD TRACK) 6 1/1-147/8' SELF DR CRIMPTITE SCREWS FO HEADROOM TRACK (2 H . ARE USED TO ATTACHTOPDETAILA BRACKET AS SHOWN). LOW HEADROOM TRACK DETAIL A 13 GA ROLLER SUOE ATTACHED TO PRE -PUNCHED HOLES IN TOP OF U-BAR PLACE U-BAR OVER INTEGRAL RIB WITH W17N (2) t/1-t/r3/8. CRIMPTITE SCREWS. THE (8) PRE -PUNCHED HOLES EACH ENO USE VIEWING HOLE IN SUOE TO ENSURE FAONG UPWARD AND ATTACH THRU ENO MENT OF ROLLERSPROPERALI; FACTOR CAP AT EACH ENO WITH (2) 1/1-14.7/8' SELF DRILLING CRIMPTITE SCREWS 13 GA HINGATTACHED EXCEPTION: U-BAR PLACED OVER TOP WITH (4) 1/14.S/6' / RIB ON THE BOTTOM SECTION SHALL ONLY CRIMPTITE SEWS (2 OF A BE ATTACHED THRU ENO CAP AT EACH WHICH ARE Y ENO WITH (1) 1/1-110/0' SELF ORIWNG ATTACHED) CRIMPTITE SCREW LOCATED ON THE BOTTOM FLANGE of THE U-BAR TOWSEAAT 1D TO 2' NYLON STDRMGARO INSTALL >osoF 0• ROVER WITH U-BARS, ALL U-BARS SHALL BE a-1/2' S7ON INSTALLED ON SECTIONS PRIOR TO DETAIL INSTALLING ROLLER SLICES AND TOP FIXTURE ON THE U-8ARS. SEE ATTACHMENT NOTES ON THIS SHEET. HED PLACE U-BAR OVER 18 GA HINtFACTORYWITH (6) 1/Ir TEG(R(A))L RIB ATTACH CRIMPTITE (2 Of WITH 20 CROUP SCREWS 1HRU WHICH AREYPURE-PUNCHED HOLES AT ATTACKED,OUCH EACH INTERMEDIATE HINGE ARf FIflO EDINTO IOCATON (1 THRU FLANGE TOP LEAF. FOF U-BAR ANO BOTTOMWHICHISTALLED HINGE LEAF ADO 1 TTMTIHRUPREDHOLEWEBOFU-BAR AND IN "AR) DETAIL C INTEGRAL RIB OF SECTION) 12 CA BOTTOM BRACKET FACTORY ATTACHED WITH LACE U-BAR OVER INTEGRAL RIB WITH DOWN TO CLEAR BOTTOMMPTITESCREWSOTCH RACKET AND ATTACH THRU ENO CAP T EACH ENO WITH (1) 1/1-11.7/6' W ELF DRILLING CRIMPTITE SCREW AS FOR IMPACT RESISTANCE,HOWN AND USE (1) 1/1_140/B' SELF BOTTOM BRACKET MUST RAWNG CRtMIPTtTE SCREW ACROSS THE SCREWED TO THE BOTTOM .• BOTTOM OF THE BOTTOM U-BAR AT U-BAR WITH EACH PRE -PUNCHED HOLE AT EVERY 2) 1//-14u/6' SELF DETAIL D HINGE LOCATION. USE (1) 1//-204/8' GRILLING CRIMPTITE SCREWS, CRIMPTITE SCREW AT ALL OTHER SEE IMPACT BOTTOM BRACKET PRE -PUNCHED HOLE LOCATIONS. DETAIL THIS SWEET. 8.3/a' MIN STA04XW SCREWS WITH STAINLESS BACKED RUBBER WASHERS 3-1/2' O.C. MAX t/6' BfAO GEULTRACLAZE S$GIOOOAC I ` STRUCTURAL ISEALANTOR ' 1 FACER STEED \ QIN E. SCAT:S PE NON-STRUCTURAL 3121 FMRGAIE OR. DECORATIVE INNER GRROILTON, n 7"07 1WINOOW TRIM- r1 PE 31737 IX PE 66306/1 . PROFESSMAIAL ENUNEER'S SEAL PRIM9E0 ONLY FOR VERIFICATION OF WNDLOAO CONSTRUCTION OETARS DETAIL E USED ONLY ON IMPACT 1 GLAZED SECTION - 11 GA REINFORCEMENT BRACKET ATTACHED WITH (4) 1//-14117/8' 1 SELF DRILLING \ : CRIMPTITE SCREWS (2 THROUGH BOTH BRACKET AND U-BAR) ' DETAIL G 1) 1/1-110/6' SELF DRILLING CRIMPTITE SCREW AT CENTER LINE OF DOOR THRU STRUT ! OPERATOR BRACKET. NOTE: .-STRUT t SCREW ONLY REQUIRED ON LONG PANEL AND IMPACT GLAZED SECTIONS. SEE NOTE 2 SHEET I ATTACH BOTTOM BRACKET TO BOTTOM U-BAR WITH (iT( oT. 1/1-11u/8' SELF DRILLING CRIMPTITE SCREWS a IMPACT BOTTOM BRACKET 5) SECTION DOORS WITH (6) Y. 16 CA. BO KSI U-BARS LOCATED OVER INTEGRAL RIBS AS SHOWN ---- 4) SECTION DOORS WITH (5) 3% 18 GA, 50 KSI U-BARS LOCATED OVER INTEGRAL RIBS AS SHOWN CHANGES TO GENERAL MAT AND CHANGED XAR FASTENER TYPE uNGEO CENTER HINGE ICE AND ADDEO VER OPTION. WGEO STRUT JTIFICATION METHOD iM COLORED PAINT TO MPEO NUMBER. 3/6/06 ADDED SUPERIMPOSED UGN PRESSURE LOADS SUPPORTING UCTURE AND RIFIED NUMBER OF TENERS AND CENTER GES REWIRED FOR taOWER DOOR WIDTHS. 1 5/10/06 AOOEO IMPACT OSTANCE TO DOOR, IEO MODEL 6100. XFIED NOTE 8 To TE THAT LOUVERS NOT IMPACT NSTANT. 1 6/6/07 3RACXET SCHEOUI.E FOR AT OPTION Am LNR TRACK DETAIL SHEET 2 GRT 4/17/08 P6 ADDED IMPACT RESISTANT GLAZING. AOOEO TEXAS LICENSE NUMBER TO TITLE BLOCK. CHANGED LOUVER NOTE NCREASEO MAX HEIGHT TO a'-9' ADDEO HIGH LIFT AND ROOF PITCH TRACK NOTE. GIRT 7/22/08 P9 UPDATED TITLE BLOCK GRT 8/26/10 DETAIL F U-BAR ATTACHMENT NOTES PIC ADDEO LONG PANEL 1. ALL U-BARS SMALL BE PLACED OVER INTEGRAL RIBS AND GLAZING OPTION GRT 3/t5/lt ATTACHED THRU PRE -PUNCHED HOLES WITH (2) 1/hIH.5/8' CRIMPTITE SCREWS AT EACH NTERMEDATE HINGE LOCATION, (2) 1/ 4-1/0/8' SELF DRILLING CRIMPTITE SCREWS AT EACH ENO CAP ( EXCEPT BOTH U-BARS ON BOTTOM SECTION - SEE DETAIL B AND 0 THIS SHEET), (2) 1 a-11.5/8' CRIMPTITE SCREWS APPROXIMATELY MIDWAY KNEEN ENO OF DOOR AND INTERMEDIATE HINGE LOCATION, AND (1) 1/4-11.5/6' CTIMPTITE SCREW APPROXIMATELY 8' FROM EACH ENO. FOR DOOR WIDTHS GREATER THAN 12'-0'. THERE SMALL BE A TOTAL OF (20) SCREWS ATTACHING EACH U-BAR EXCEPT BOTH U- BARS ON BOTTOM SECTION SMALL NAVE A TOTAL OF (16) SCREWS EACHL FOR DOOR WIDTHS LESS THAN OR EQUAL TO 12'- 0', THERE SHALL BE A TOTAL OF (16) SCREWS ATTACHING EACH U-BAR EXCEPT BOTH U-BARS ON BOTTOM SECTION NON- STRUCTURAL DECORATIVE SHALL HAVE A TOTAL OF (14) SCREWS EACH. OUTER WINDOW TRIM 2. WITH THE EXCEPTION Of THE (a) PRE -PUNCHED HOLES IN THE TOP OF EACH ENO USED FOR ATTACHMENT OF THE ROLLER 1/ 1' POLYCARBONAIE SUOES AND THE (6) PRE -PUNCHED HOLES IN THE BOTTOM OF EACH ENO USED FOR THE ATTACHMENT OF THE TOP FIXTURE AND UNLESS NOTED OTHERWISE ON THIS SPECIFICATION DRAWING. ALL PRE -PUNCHED HOLES IN ALL U-BARS SHALL BE ATTACHED TO THE DOOR WITH 1/1-114/6' CRIMPTITE SCREWS. J 3. 18 GA U-BARS SHALL BE STAMPED '16' APPROXIMATELY Ir FROM EACH END. STATIC PRESSURE RATINGS APPROVED SIZES Wayne® DESIGN (PSF): +25.90/-28.80 MAX WIDTH: 16'-0' TEST ( PSF): H•38.85/-43.20 MAX HEIGHT: 8'-9' DOn IMPACT/CYCLIC RATED (YES/NO)' YES MAX SECTION HEIGHT: 2 MODELS 5120/6100/9100 PENS; Cai: Fio"aro:'}is1. I WINDLOAD SPECIFICATION OPTION CODE 0230 850) 474-9590 N. T.S. I 1 3/8/06 GIRT EO 4/6/06 MRS SHEET 2 OF 2 DRAWING PART NO. REV. 318960 P10 14" MAX 12" MAX 12" MAX i 12" MAX 12" MAX 12" MAX T CLIPS TO BE EITHER RIVETED, BOLTED, OR WELDED. SEE DETAILS THIS PAGE. JOIN E. SCATE% PE 3121 FURCATE OR. CARROLLTON. I 750D7 rL PE !1737 TX PE 5630#2203 PROFESSIONAL ENLINCER'S SEAL PROVIDED ONLY FOR VER61CAT10N Or WNOLOAO CONSTRUCTION DETAILS PLATE LOCATION HEDULE CLIP DETAIL CLIP LOCATIONS SEE SCHEDULE TRACK 13 GA Mln C0NTINUOI WALL ANG 11 GA MIN CLIP SEE SCHEDULE 13 GA MIN CONTINUOUS WALL ANGLE 2) 1/4" X 7/16 SEMI TUBULAR RIVITS 11 GA MIN CLIP SEE SCHEDULE — RSW 0.28 13 GA MIN CONTINUOUS WALL ANGLE RACK 3) 1/4"-20 TRACK 3R CARRIAGE BOLT IMTH 1/4"-20 NUT TYPICAL CUP BOLTING DETAIL TRACK 1) 1/4"-20 TRACK OR CARRIAGE BOLT WITH 1/4"-20 NUT TYPICAL CLIP RIVETING DETAIL 11 GA MIN CLIP SEE SCHEDULE 1) 1 /4"— 20 TRACK OR CARRIAGE BOLT WITH 1/4"-20 NUT TRACK TYPICAL CLIP WELDING DETAIL DESIGN PRESSURE CHART MAX DOOR WIDTH MAX PSF 9'-0" 46.0 PSF —52.0 PSF wagne16'-0" 46.0 PSF/-52.0 PSF 18'-0" 46.0 PSF/-52.0 PSF paiton 3395 ADDISON DRIVE TRACK SUPPLEMENT CHART PEN 850) A474U8903251e REVISIONS P2 2 INCH TRACK -CUPS -TEXAS WALLANCLE 12 FOOT UPDATED Bpi 6/11/03 P3 UPDATED FORMAT. INCREASED ALLOWABLE PRESSURES TO 46. 00/-52.00 PSF FOR ALL DOOR WIDTHS. CHANCED ' TEXAS WALL ANCLE' TO 'CONTINUOUS WALL ANGLE' ADDED SUBSTRATE MOUNTING DETAIL. CHANCED TO 11TEN HD ANCHORS CRT 4/2/07 P4 CHANCED FORMAT. ADDED MODELS 9800 AND 8024 WITH OVERLAY TO TRACK CLIP SCHEDULE CRT 8/21/07 P5 UPDATED MODELS LISTED IN CHARTS UPDATED SPLICE k CUP SCHEDULES. DLP 9/06/07 PISUPDATE MOUNTING DETAIL ORAW1NCS. CRT 10/05/07 P7 UPDATED CTIARTS TO ELIMINATE THE USE OF THE 08 CUP (REPLACED WITH 09 ACROSS THE BOARD). DLP 10/24/07 P8 UPDATED STEEL MOUNTING DETAIL MRB 04/11/08 P9 EXPANDED 1-1/2' TO 1- 3/8' DOOR THICKNESS CHART UP TO 14' HIGH. CRT 12/11/08 P1O UPDATED TITLE BLOCK CRT 6/2/10 DATE SHEET 1 OF 2 DRAWING PART NO REV. 307494 P10 2 3/4" tt" EDGE DIST E60XX MIN 1 8 2-2 1/8 2-24 MIN 3/16" THICK T TEEL FOR MOUNTING 5/16" x 1-5/ALL ANGLE LAG SCREW O EQUIVALENT I MIN 2 x 6 NORACK CLI SPF (G=0.42) BETTER AT E/4-20x9/16" HOLE OR PAIRRACK BOLT AND HOLE LOCATIO/4-20 HEX NUT MOUNTING TO WOOD JAMB DETAIL MOUNTING TO STEEL DETAIL 2 3/4" OPTIONAL: WALL ANGLE MAY BE MIN EDGE DIST ATTACHED TO SUPPORTING STEEL d e d• e CONCRETE MOUNTING DETAIL JOHN E. SCATES, PE 1121 FNRCAIE OR. CARROLLTON. Tx 75007 FL PE 51737 TX PC 36300/1`2203 PROFESSIONAL EMa"CER'S SEAL PROVIDED ONLY FOR VERIFICATION OF WNOLOAD CONSIRLICIION DETAILS WITH MIN. (1) 1/4-200/8" SELF DRILLING SCREW WITH 1" O.D. WASHER AT EACH HOLE OR PAIR OF HOLE LOCATIONS IN LIEU OF WELDING 3/8" SIMPSON TITEN HD, 2-3/4" MIN EMBED INTO MIN 2000 PSI CONCRETE AT EACH HOLE OR PAIR OF HOLE LOCATIONS WALL ANGLE 1 /4- 2Ox9/16" TRACK BOLT AND 1/4-20 HEX NUT TRACK CLIP CLIP AND SPLICEASCHEDULE MODELS 8024 8124 WITH DECATRIM OVERLAY 2-1 2 THICK DOOR HEIGHTECLIP #'S FROM BOTTOM TO TOP SLAICE 7'-0" 7, 9, 9, 9, 9, 11 16 8' - 0' 7, 9, 9. 9, 9. 11, 11 16 9' - 0" 7, 9, 9, 9, 9. 11, 11, 11 18 10'- 0" 1 7, 9, 9, 9, 9, 11, 11, 11, 13 18 11'-0" 7, 9, 9, 9, 9, 11, 11, 11, 13, 13 20 12'- 0" 7, 9, 9, 9, 9, 11, 11, 11, 13, 13, 13 20 13'- 0" 7, 9, 9, 9, 9, 11, 11, 11, 13, 13, 13, 13 22 14'- 0" 7, 9, 9, 9, 9, 11, 11, 11, 13, 13, 13, 13 22 MODELS 5200 8000 8024 8100 8124T500 2 THICK DOOR HEIGHTECLIP #IS FROM BOTTOM TO TOP SLAICE 7'-0" 5, 6, 6, 7, 7, 9 12 8'-0* 5, 6, 6, 7, 7, 9, 9 12 9'-0" 5, 6, 6, 7, 7, 9, 9, 9 14 10'-0" 5, 6, 6, 7, 7, 9, 9, 9, 11 14 11'-O" 5, 6, 6, 7, 7, 9, 9, 9, 11, 11 16 12'-0" 5, 6, 6, 7, 7, 9, 9, 9, 11, 11, 11 16 13'-0" 5. 6. 6, 7. 7. 9, 9. 9. 11. 11, 11, 13 18 14'-0" 5. 6. 6. 7. 7. 9. 9, 9. 11. 11. 11. 13, 13 18 MODELS 6100 8300 8700 (1-3/8" TO 1-5/8" THICK DOOR HEIGHTECLIP #IS FROM BOTTOM TO TOP SLAICE 7'-0* 4, 4, 4, 4, 5, 6 8 8'-0" 4, 4, 4, 4, 5, 6, 6 8 9'-0" 4, 4, 4, 4, 5, 6, 6, 7 8 10--0" 4, 4, 4, 4, 5, 6, 6, 7, 7 8 11'-0" 4, 4. 4, 4, 5, 6, 6, 7, 7, 9 10 12'-0" 4, 4, 4, 4, 5, 6, 6, 7, 7, 9, 9 10 13'-0" 4, 4, 4, 4, 5, 6, 6, 7, 7. 9, 9, 9 12 14' - 0 " 4. 4. 4. 4, 5, 6. 6, 7, 7, 9, 9, 9. 9 12 MODELS 9100 9400 9600 9700 9800 1 THICK DOORHEIGH CLIP #IS FROM BOTTOM TO TOP SPLICE # 7'-0" 4, 4, 4, 4, 4, 4 6 8'-0" 4, 4, 4, 4, 4, 4, 4 6 9'-0" 4, 4, 4, 4, 4, 4, 4, 4 6 10'-0" 4, 4, 4, 4, 4, 4, 4, 4, 4 6 REVISIONS ALL ANCLE 12 FOOT PDATED Pi 6/11/03 3 UPDATED FORMAT. CREASED ALLOWABLE RESSURES TO 46.00/-5200 PSF FOR LL DOOR WIDTHS. HANCED 'TEXAS WALL NCLE' TO 'CONTINUOUS ALL ANGLE*. ADDED UBSTRATE MOUNTING ETAIL. CHANCED TO TEN HD ANCHORS RT 4/2/07 4 CHANCED FORMAT. DDED MODELS 98DO ND 8024 WITH OVERLAY 0 TRACK CUP CHEOULE. RT 8/21/07 5 UPDATED MODELS iSTED IN CHARTS PDATED SPLICE k CUP CHEOULES. LP 9/06/07 6 UPDATE MOUNTING ETAIL DRAWINGS RT 10/05/07 7 UPDATED CHARTS TO UMINATE THE USE OF HE #8 CUP (REPLACED ATH /9 ACROSS THE OARD). LP 10/24/07 8 UPDATED STEEL i0UNTING DETAIL iRB 04/11/08 9 EXPANDED 1-1/2' TO 3/8' DOOR THICKNESS HART UP TO 14' HICH. AT 12/11/OB 10 ADDED MODEL 5700. iPOATED TITLE BLOCK RT 6/2/10 way„e® DATE NAME DRAWN 8/21/07 I CRT CHECKED 8/21/D7 I MRB SHEET 2 OF 2 3395 ADDISON DRIVE PEN ( 850)A474 9890 32514 DRAWING PART NO 307494 REV P10TRACKSUPPLEMENTCHART Florida Building Code Online Page 1 of. 2 ProfessionalBusiness jmentd Bushes ti Professitrial eels Home 1 Log In User Registration i Mot ropics Submit surcharge Slats A Facts i Pubikations ! FBC Staff SCIS Site Map i Links Search Product Approval0USER: Public User Regulation Product Aneroval Menu > Product a AodlKatlan SnarU Aoolkalion List > Application Detail FL p FL19715 Application Type New Code Version 2014 Application Status Applied For Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Wt Silverline Building Products Corp. One Silverline Drive North Brunswick, NJ 08902 SOO)234-4228 Ext4644 Jonberrlan@slbp.com ion Berrlan Jonberrlan@slbp.com Category Windows Subcategory Single Hung Compliance Method Certification Mark or Listing Certification Agency Window and Door Manufacturers Association Validated By Window and Door Manufacturers Association Referenced Standard and Year (of Standard) Standard ar AAMA/WDMA/CSA LO1/I.S.2/A440 2011 AAMA/WDMA/CSA 101/I.S.2/A440 2008 Equivalence of Product Standards Certified By Product Approval Method Date Submitted Date Validated Method t Option A 02/16/2016 FL i% I Model, Number or Name I Description http://ww v.floridabuilding.org/pr/pr_app_dtl.aspx?parani=wGEVXQwtDgtvA%2bxmzkl ... 2/ 19/2016 Florida Building Code Online Page 2 of 2 19715.1 Series 2900/4900 Single Hung Extruded Vinyl Single Hung Window Limits of Use Certification Agency Certificate Approved for use in HVH2: No FL1971S RO C CAC 2-4-16 CCL-_Ist.Ddf Approved for use outside HVH2: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 12/16/2016 Design Pressure: N/A Installation Instructions Other: See installation Instructions, SWD002, and Product FL19715 RO It SWD002 SS 2016-02-03.odf Evaluation Report, PER3947, for design pressures and Verified By: Hermes F. Norero, P.E. Florida P.E. 73778 Installation requirements. Created by Independent Third Party: Yes Evaluation Reports Created Back nest Contact U :: 1940 North Monroe Street. Tallahassee Ft. 32399 Phone, 11O-aa7-1 24 The State of Florida Is an AA/EEO employer. Co2vrlaht 2007-2013 State of Fterea.:: Privacy Statement :: Accessibility Satemvu :: Refund Statement Udder Florida law, email addresses ate public records. If you do not want your a -man address released In response to a public -records requM do not send electronic mail to this entity. Instead, contact the efi9oe by phone or by traditional mall. If you have any questions, please contact 850.467.1395. `Pursuant to Section 4SS.275(1), Florida Statutes, afrective October 1, 2012, licensees licensed under Chapter 45S, F.S. must provide the Department with an emall addn5s If they have orm The emalts provided may be used for official communication with the licensee However email addresses are public record. If you do not wish to supply a personal address, please provide vie Department with an email address which can be made available to the pudic. To determine If you are a licensee under Chapter 45S, F.S., please dick III=. Product Approval Accepts: tgJ M ® Ac sCNrltvxmcutc http:// www.floridabuilding.orglprlpr app_dtl.aspx?parani=wGEVXQwtDgtvA%2bxmzkl... 2/19/2016 INSTALLATION NOTES: 1. ONE (1) INSTALLATION ANCHOR 15 REQUIRED AT EACH ANCHOR LOCATION SHOWN. 2. THE NUMBER OF INSTALLATION ANCHORS DEPICTED IS THE MINIMUM NUMBER OF ANCHORS TO BE USED FOR PRODUCT INSTALLATION OF THE MAXIMUM SIZE LISTED. 3. INSTALL INOMDUAL INSTALLATION ANCHORS WITHIN A TOLERANCE OF 11/2 INCH IHE DEPICTED LOCATION & SPACING IN IHE ANCHOR LAYOUT DETAILS I E., WI FIIOUr CONSIDERS I ION OF TOLERANCES). IOLCRANCES ARE NOT CUMULATIVE FROM ONE INSTALLATION ANCHOR TO IHE NEXT, 4 SHIM Ai RFQIIIRFO AT EACH INSTAU ATION ANCHOR WITH LOAD BEARING SHIM(S). MAXIMIIM ALLOWABIE SHIM STACK TO BE 3/9 INCH. SHIM WHERE SPACE OF 1/16 INCH OR GREAtEA OCCURS SHIMS) SHALL BE CONSTRUCTED OF HIGH DENSITY PLASTIC OR BETTER. S. FIN INSTALLATION: FOR INSTALLATION INTO WOOD FRAMING USE 43 WOOD SCREWS OR 11 GAUGE ROOFING NAILS OR 20d COMMON NAILS OF SUFFICIENT LENGTH TO ACHIEVE 1.1/2 INCH MINIMUM EMBEDMENT INTO WOOD SUBSTRATE. INSTALLATION SHALL MAINTAIN MIN. 3/6' EDGE DISTANCE. 6. FIN INSTALLATION: FOR INSTALLATION INTO METAL STUD USE 411 SELF-TAOOING SCREWS, OF SUFFICIENT LENGTH TO ACHIEVE A MINIMUM OF 3 TNR OS PEN RATION BEYOND METAL WALL INSTALLATION SHALL MAINTAIN MIN. 3/8' EDGE DISTANCE, 7. THROUGH FRAME INSTALLATION: FOR INSTALLATION INTO WOOD FRAMING USE 910 WOOD SCREWS OF SUFFICIENT LENGTH TO ACHIEVE I.1/2 INCH MINIMUM EMBEDMENT INTO WOOD SUBSTRATE. S. THROUGH FRAME INSTALLATION: FOR INSTALLATION THROUGH IX BUCK TO C04C RETE/MASONRY, OR DIRECTLY INTO CONCRETE/MASONRY, USE 3/16INCH DIAMETER ITW TAPCONS OF SUFFICIENT LENGTH TO ACHIEVE 1.1/4 INCH MINIMUM EMBEDMENT, INSTALLATION SHALL MAINTAIN MIN. 13/4' EDGE DISTANCE. 9. THROUGH FRAME INSTALLATION: FOR INSTALLATION INTO METAL STUD USE I SELF•TAFPING SCREWS OF SUFFICIENT LENGTH TO ACHIEVE A MINIMUM O THR ADS PENEIKATION BEYOND METAL WALL ICI MINIMUM EMBEDMENT AND EDGE DISTANCE EXCLUDE WALL FINISHES, INCI LACING BUT NOT LIMITED TO STUCCO, FOAµBRICK VENEER, AND SIDING. 11. INSTALLATION ANCHORS AND ASSOCIATED HARDWARE MUST BE MADE OF CORROSION RESISTANT MATERIAL OR HAVE A CORROSION RESISTANT COATING. SILVER LINE BUILDING PRODUCTS SERIES 290014900 EXTRUDED VINYL SINGLE HUNG WINDOW NON -IMPACT) GENERAL NOTES; 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH THE STH EDITION 2014) FLORIDA BUILDING CODE (FBO, EXCLUDING HVHZ AND HAS BEEN EVALUATED ACCORDING TO THE FOLLOWING: AAMA/WDMA/CSA 101/I4.VA440.OVII 2. ADEQUACY OF THE EXISTING STRUCTURAL CONCRETE/MASONRY, ZX FRAMING, AND METAL FRAMING AS A MAIN WINO FORCE RESISTING SYSTEM CAPABLE OF WITHSTANDING AND TRANSFERRING APPLIED PRODUCT LOADS TO THE FOUNDATION IS THE RESPONSIBILITY OF THE ENGINEER OR ARCIHITECT OF RECORD FOR THE PROJECT OF INSTALLATION. 3. 1X AND ZX DUCKS (WIICN USCG) SHALL BE DESIGNED AND ANCHORED AS SPECIFIED HEREIN. REFER TO SHEET 6 FOR FURTHER DETAILS OF BUCK INSTALLATION. A. THE INSTALLATION DETAILS DESCRIBED HERON ARE GENERIC AND MAY NOT REFLECT ACTUAL CONDITIONS FOR A SPECIFIC SITE. IF SITE CONDITIONS CAUSE INSTALLATION TO DEVIATE FROM THE REQUIREMENTS OETAUD HEREIN, A LICENSED ENGINEER OR ARCHITECT SHALL PREPARE SITE SPECIFIC DOCUMENTS FOR USE WITH THIS DOCUMENT IN NON-HVHZ AREAS. IN HVHZ AREAS, ONE TIME PRODUCT APPROVAL TO BE OBTAINED FROM MIAMI.OAOE RER OR AM S. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED ON THIS PRODUCT IN AREAS REQUIRING IMPACT RESISTANCE. 6. WINOOW FRAME MATERIAL' PVC 12. FOR HOLLOW BLOCK AND GROUT FILLED BLOCK. 00 NOT INSTALL 7, IN ACCORDANCE WITH THE STH EDITION FOG WOOD INSTALLATION ANCHORS INTO MORTAR JOINTS. EDGE DISTANCE IS MEASURED COMPONENTS SHALL NAVE BEEN PRESERVATIVE TREATEDFROMTREECOGCOFCLOCKORLOGEOFMORTARJOINTINTOFACESHELLOFORSHALLBEOFADURABLESPECIESASDEFINEDINBLOCK. CHAPTER 23. l3. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR S. GLASS MEETS THE REQUIREMENTS OF ASTM E 13W MANUFACTURER'S INSTALLATION INSTRUCTIONS, AND ANCHORS SHALL NOT BE GLASS CHARTS SEE SHEET 6 FOR GLAZING DETAILS. USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BY TIE ANCHOR MANUFACTURER. 114 INSTALLATION ANCHOR CAPACITIES FOR PRODUCTS HEREIN ARE BASED ON SUBSTRATE MATERIALS WIIH THE FOLLOWING PROPERTIES: A. WOOD- MINIMUM SPECIFIC GRAVITY OF 0.55. S. CONCRETE -MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI. C GAnUT-FILLED CALL UNIT STRENGTH CONFORMSTO ASTM C.90 WITH MINIMUM CDMPRESSIVE STRENGTH OF 2000 PSI AND GROUT CONFORMS TO A51M C 476, MINIMUM GROU r COMPRESSIVE ST RENGTH OF 1000 PSI. D. HOLLOW BLOCK CMU - UNIT STRENGTH CONFORMS TO ASTM C-90 WITH MINIMUM COMPRESSIVE STRENGTH OF 20000SI. E. STEEL- MINIMUM YIELD STRENGTH OF 330. MINIMUM WALL THICKNESS OF 47,6 MIL (0.0476' o,16 GAUGE). MIN. In' EDGE DISTANCE. F. ALUMINUM - MINIMUM ALLOY 6o6345. MINIMUM WALL THICKNESS OF 1/16'. MIN. 1/2' EDGE DISTANCE. TABIE OF CONTENTS SHEET REVISEON SHEETOESCRIPTTON I INSTALLATION A GENERAL NOTES 2 ELEVATION 3 ANCHOR LAYOUTS 4 VERTICAL 6 HORMONTAL SECTIONS (NAIL FIN) 5 VERTICAL A 140MONTAL SECTIONS (THROUGH FRAME) 6 HOREZONTALSECTIONS.BUC4INSTALLATION, 46LAZING DETAIL MAX OVERALL SIZE CONfT6. OES16N PRESSURE MISSILE IMPACTRATING WEOTHHEIGHT36' 64' O/X 35 / -35 PSF NON IMPACT 36' 66' O/X 50 / -50 PSF NON IMPACT 36• 74- O/X 50 / -50 PSF NON IMPACT 30' 77' I O/X 35 / -35 PSF NON IMPACT 44' 62' O/X 50 / -50 PSF NON IMPACT 46• 72' O/X 35 / -35 PSF NON IMPACT 48' 64- O/X 20 / -20 PSF NON IMPACT 52' 1. O/X 25/-25 PSF NON IMPACT 36' 83.75' O/X (ORIEL) 35 / -35 PSF NON IMPACT 46' 96' O/X (ORIEL.) 20 / -20 PSF NON IMPACT 7r 6r O/X-0/X 35 / -35 PSF NON IMPACT 7r 64' O/X-O/X 35 / -35 PSF NON IMPACT 76' 627 O/X-O/X 50 / .50 PSF NON IMPACT 76' 7r O/X-0/X 50 / -50 PSF NON IMPACT 76, TT 0/XO/X 25 / •25 PSF NON IMPACT BO' 74' O/XO/X 35 / •35 PSF NON IMPACT 96, 74' O/XO/X 30 / -30 PSF NON IMPACT 106' 6r 0/XO/XO/X 50 / -5D PSF NON EMPACT Toe' 7r O/X-O/X-O/X 50 / -50 PSF NON EM ACT Wr 84- O/X-O/X-O/X 25 / -25 PSF NON IMPACT Digitally signed by Hermes F Norero, P.E. Reason: I am approving this document FL#: FL19715 Date: 2016.02.03 09:40:44 -05'00' Silver Line I AndersenwlPe4ws• eoeAs 0rE saH:`.LINE ayE r471irH IaW2FYTL[ wo4Pe1 r:« HTSTI usltm 0 . I (A,/'I I Paa.`' W h N Zi >c~ a$ O.3 V Z Owo # 5WD002 SHEET; 1 OF 6 MAX. FRAME MAX. FRAME Silver tine WIDTH 48' WIDTH 48' bYAMeISe,II Y I.00Y•0000 OIE invia aE ltervE NNIY pWifIYICf.l1: M10I N Dm osl000 F F p 4 4 4 r e yj oZ w Qv! xx o MAX. FRAME MAX W Z HEIGHT96' HEIG Gi m QUALIFIED CONFIGURATIONS W I V a x• ARCH TOP CONFIGURATIONS FOR ALL 2501-4901 (Jy h m a jl RATINGS, SINGLE UNIT OONFIGURATIONS IF W a t F 6 WI- A O A 0 4 S 4 S m ELEVATION ELEVATION SINGLE HUNG WINDOW Z SINGLE IIUNG ORIEL WINDOW O H Z MAX. FRAME MAX. FRAME WIDTH 96' WIDTH 108' w W y QUALIFIED CONFIGURATIONS y ARCH TOP CONFIGURATIONS FOR ALL 2902I902 RATINGS, TWIN UNIT CONFIGURATIONS F F F f ZSS 5 • • ,O• S L Ti R MAX FRAME HEIGHT 74' • , MAX FRAME •X• •X• •X• d'• ~ J G HEIGHT04' m t lii 49) xv Z A 0 G p Q H ELEVATION y ELEVATION OW& TWIN SINGLE HUNG WINDOW TRIPLE SINGLE HUNG WINDOW 1 W DOO C SHEEET•: 2 OF 6 S C 4 O' FRAME HT 96' X' 2" MAX. ll' MAX FROM O.C. CORNERS L II'MAX. r O.G. 2' MAX. _''{ 4 1/2' MAX. CORNERSRNE S r I r U.G. 4 1/2" I O.C. 2" MAX. FROM CORNER5L Aw{• Norou•.{rvlarsATMV 2'MAX y. SNy Ef MG.61Y Y OC FROM TYE.o.JAW,"NPWtLL CORNERS ANCHOR LAYOUT NAIL FIN -SINGLE HUNG WINDOW i 1 6' MAX. CORNERS r I'- r 20' MAX. C.G. 6" MAX. FROMCORNERS 20' O c. L 6' MAX. FROM CORNERSil T 1 ANCHOR LAYOUT TNROUGH FRAME -SINGLE HUNG WINDOW T•M I I 4 1/2' MAX. 1-- O.C. ANCHOR LAYOUT NAIL FIN - TWIN SINGLE HUNG WINDOW I;MAX ROM . _ 6' MAX. F"' CORNERS I I O.C. r 6' M OI 6' MAX. CORNERS r I'- r 20' MAX. C.G. 6" MAX. FROM CORNERS 20' O c. L 6' MAX. FROM CORNERSil T 1 ANCHOR LAYOUT TNROUGH FRAME -SINGLE HUNG WINDOW T•M I I 4 1/2' MAX. 1-- O.C. ANCHOR LAYOUT NAIL FIN - TWIN SINGLE HUNG WINDOW I;MAX ROM . _ 6' MAX. F"' CORNERS I I O.C. r 6' M OI IONE] 111011 IMILE I' MAX, 1 I I 6" MAX FROM J --i F-- O.C. CORNERS ANCHOR LAYOUT NAIL FIN • TRIPLE SINGLE HUNG WINDOW 6' MAX FROM 12 3 O.C. MAX. CORNERS o. I I 6' MA . FROM CORNERS t6 1j U' MAX. O.C. ANCHOR STRAP 6' MAX. P/N 50-299E-2 FROM SEE SHEET 5 FOR DETAILS CORNER-5 ANCHOR LAYOUT THROUGH FRAME - TWIN SINGLE HUNG WINDOW SilverUne b>AILdersvi g ONE SMVEX" 02INE n 9tl CG W *svw St)US•IOW Ln a og3 2 Ctl uj D Z40c W m c T. re W wVIM 12 n = a T lk ICt o Y v ~ ZANCHORSTRAP P/N 50-2995.2 SEE SHEET S FOR DETAILS DW6 # ANCHOR LAYOUT SWD002 THROUGII FRAME • TRIPLE SINGLE HUNG WINDOW SHEET: 3 of 6 CONCRETE/ MASONRY BY OTHERS CAULK BETWEEN CONCRETE/ MASONRY 6 2X WO00 BUCK BY OTHERS 2X WOOD BUCK BY OTHERS SEE SHEET 6 FOR CONNECTION DETAILS 998 WOOD SCREW INSTALLATION ANCHOR EXTERIOR FINISH BY OTHERS PERIMETER SEALANT O.A BY OTHERS UNIT HEI6HT EXTERIOR SEE GLAZING DETAIL. SHEET 6 1 1/2' MIN. EMBEDMENT 4 INTERIOR g VERTICAL SECTION 4 HEAD -IXWOOD SUCK NAIL FIN SEE GLAZING DETAIL, SHEET 6 EXTERIOR INTERIOR O.A. UNIT HEIGHT 3/B' MiN EDGE DIST. lMAX. 1/ 4" MAX. SHIM SPACE SHIM SPACE SASH REINFORCING SEE SHEET 6 FOR REQUIREMENTS SEE 6LA2IN6 DETAIL SHEET6 INTERIOR PERIMETER / SEALANT BY OTHERS 1/4' MAX. EXTERIOR FINISH SHIM SPACE BY OTHERS 18 WO00 SCREW INSTALLATION ANCHOR 3/8' MIN. EDGE DIST. 2X WOOD BUCK BY OTHERS SEE SHEET 6 FO CONNECTION DETAILS 0. 4 a! CAULK BETWEEN CONCRETE/MASONRY CONCRETE/ MASONRY 6 2X 1 i/2' MIN. By OTHERS W00D BUCK BY OTHERS EMBEDMENT q VERTICAL SECTION 4 SILL • IX WO00 SUCK NAIL FIN MIN. 3/8' EDGE DISTANCE MIN. 3 THREADS PENETRATION BEYOND METAL STRUCTURE 08 GR 5 SELF -TAPPING SCREW INSTALLATION ANCHOR METAL STUD BY OTHERS. SEE SHEET I INSTALLATION NOTE 14 EXTERIOR FINISH BY OTHERS EXTERIOR . PERIMETER SEALANT BY OTHERS O. A. UNIT WIDTH HORIZONTAL SECTION 4 JAMB - METAL STUO NAIL FIN SilverUne 6J' AndeFsen MI O't••0°°• arrt anvE•ua mnF NOOtM uvwwra. w orot N. frRl 111000 u a wZ.= e Z,°°< w i,• o<m. NJ Vi m 1J+Z Lu mcZE 0 1691 T.... i. 3 uz o v 'n VG m SWD002 IEEr. 4 OF 6 10 WOOD SCREW—, INSTALLATION ANCHOR CONCRETE/ MASONRY BY OTHERS CAULK BETWEEN CONCRETE/MASONRY ' BY OTHERS .•............ . PERIMETER SEALANT J BY OTHERS O.A. EXTERIOR UNIT HEIGHT SEE GLAZINGIDETAIL, SHEET 6 3/4' MIN EDGE DISTANCE 2X WOOD BVCK/STUD BY OTHERS SEE SHEET 6 FOR 1/4• MAX. _ CONNECTION DETAILS SHIM SPACE a' : SASH REINFORCING a SEE SHEET 6 FOR REQUIREMENTS SEE GLAZING 11/2• Mm DETAIL 54EET 6 EMBEDMENT INTERIOR 1/4" MAX. SHIM SPACE ti 1 INTERIOR VERTICAL SECTION 5 IIIAO. 2X WOOD BUCK THROUGH FRAME SEE GLAZING, DETAIL, SHEET 6 EXTERIOR INTEQIOR ANCHOR STRAP, AT TWIN 8 TRIPLE CONFIG. ONLY SEE O A 'PLAN VLEW-ANCHOR STRAP UNIT / \I (P/N 50.2995-2)' DETAIL AT HEIGHT ( RIGHT FOR INSTALL. REQ 1/41• MAX. PERIMETER SEALANT r SHIM SPA BY OTHERS I EXTERIOR FINISH ` f BY OTHERS 11N° MIN. tr EMBEDMENT PRECAST SILL ' ' •-9 • •• e BY OTHERS 3/16' ITW TAPCON a ` a •• : INSTALLATION ANCHOR • a EDGE DISTANCE p VERTICAL SECTION 5 SILL-CONCRETE/MASONRY THROUGH FRAME MIN. 3 THREADS PENETRATION BEYOND METALSTRUCTURE MIN. V2" ED6E DISTANCE 910 GR. 5 SELF -TAPPING SCREW INSTALLATION ANCHOQ METAL TUBE/STUD OR APPROVED MULLION BY OTHERS, SEE SHEET I INSTALLATION NOTE 14 PERIMETER SEALANT EXTERIOR BY OTHERS O.A. UNIT WIDTH HORIZONTAL SECTION 5 IAMB - METAL TUBEISTUD OR APPROVED MUWON THROUGH FRAME 5) #14 PANCAKE HEAD SCREWS FROM STRAP TO FRAME,COHOLESPROVIDEDTOACCOMODATE414DIA. 4,0000-1 4.0000= 2.0000-r2.0000- 0.0620. 11 0.5000 4.0020 2.3750 3.0000(2) t 0.7500(2) 6.0000 INSTALLATION ANCHORS FROM ANCHOR STRAP TO PLAN VIEW - ANCHOR STRAP (P/N 504995-2) OPENING SEE ANCHOR REQUIREMENTS BELOW. ANCHOR STRAP ANCHORING REQUIREMENTS: A. FOR INSTALLATION TO CONCRETE/MASONRY, USE (4) 3/16" ITW TAPCON5 PER STRAP, MIN. 1.1/4° EMBEDMENT, MIN. 1-3/4- EDGE DISTANCE. B. FOR INSTALLATION TO METAL STUD, USE (4) #10 SELF -DRILLING SCREWS. 6R 5, PER STRAP. MIN. 3 THREADS PENETRATION, MIN 3/4' EDGE DISTANCE. C. FOR INSTALLATION TO WOOD, USE (4) #10 WOOD SCREWS PER STRAP. MIN. 1-1/2' EM6EDMENT, MIN. 1' EDGE DISTANCE. SilverLine MAndersen M11 /1111•IIOIP cm SnvBunE oiavE wlW uuuswca.w am PH. p7ZI 1SI000 n 3t 3 ' Og03Nw^ z 1LU L W W Jk w m0Z_ W < < x WaaW I a aj 4+/, as is nN J YF u2 o i H 0 DWG #: SW0002 SHEET: 5 OF 6 SilverLine NOTE: br•Andersen ALLBLAZING CONFIGURATIONS SHALL COMPLY WITH SAFETY BLAZING REQUIREMENTS OUTLINED IN CURRENT FBC AND ASTN, E 1300 GLASS LOAD RESISTANCE. oee•s INTERIOR iu•apls s wcaw avI W. Uli1435-mo I 5/8' O.A I.6.6LA55 Z.a 2f, O ygg v1 g EXTERIOR INTERIOR QQ7F N aOvv FXTERIOR INTERIOR N N Ol O \ MIN. GLASS K vWf m m w SMALL' FRAME 'LARGE' FRAME REINFORCING EXTERIOR REINFORCING SEE BELOW FOR REINF. SEE BELOW FOR REINF. BITE 1/2' O/ a g N CC w c c 00 w a x 1/g• SETTING BLOCK Z w I REQUIREMENTS REQUIREMENTS. of VERTICAL SECTION HORIZONTAL SECTION 6 MEEnNGSTIIE 6 INIERMECIATEFRAME MUWON GLAZING DETAIL 1 0 I- ALUMWUM SASH REINFORCING IS REQUIRE) FOR THE FOLLOWING SIZE/RATINGS: 48 X 72. (O/X). DESI6N PRESSURE •/- 35 PSF 36 X 84, (0/X), DESIGN PRESSURE •/- 35 PSF 38 X 74, (O/X), DESIGN PRESSURE •/- 50 PSF 38 X 77. (O/X), DESIGN PRE55URE •/- 35 PSF 72 X 84, (O/X-O/X). DESIGN PRESSURE •/- 35 PSF 76 X 72, (O/X-O/X), DESIGN PRESSURE •/- 50 PSF 108 X 62, (O/X-O/X-O/X), DESIGN PRESSURE -/-50 PSF l08 X 72, (O/X-O/X-0/X), DESIGN PRESSURE 4-50 PSF C- STEEL INTERMEDIATE FRAME 'LARGE' REINFORCING IS NOT REQUIRED FOR THE FOLLOWING SIZE/RATINGS: 76 X 62, (O/X-O/X), DESIGN PRESSURE •/- 35 PSF 0 - STEEL INTERMEDIATE FRAME 'SMALL' REINFORCING 15 NOT REQUIRED FOR THE FOLLOWING SIZE/RATINGS: 76 X 62. (O/X-O/X), DESIGN PRESSURE •/- 35 PSF NOTE: 1. LOCATIONOF BUCK OR WINDOW ANCHORS MAY BE ADJUSTED TO MAINTAIN 1• MIN. CENTER TO CENTER SPACING BETWEEN ANCHORS SUCH THAT MAX. G.C. SPACING SPECIFIED 15 NOT EXCEEDED. 2, BUCK MAY BE FLUSH WITH FACE OF THE BLOCK. 1/ 4' ITW TAPCON ANCHOR 4• FROM CORNERS 16• MAX. O.C. THEREAFTER L 1 1/4' MIN. EMBEDMENT " 2' MIN. EDGE DISTANCE 2X WOOD BUCK OF SUFFICIENT DEPTH TO FULLY SUPPORT WINDOW FRAME. BY OTHERS mow 11MIN. EDGE DIST5T ANCE CONCRETE/ MASONRY BY OTHERS BUCK INSTALLATION DETAIL V) Z O H o In ' H U LU ZA a w 0 Osic 21•iij1 uZ G DWG #: SW0002 SHEET: 6 0 f 6 WINDOW 8 DOOR • MANUFACTURERS ASSOCIATION Hallmark® Certificate of AMs, INC. IEWDMA Conformance and License (CCL) A N`stems,'"D"" Systems, Inc. Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amscefl.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440-H-023.09 2800/2803-2804 3 Panel Horizontal Slider 101/I.S.2/A440-11 Class R-PG30; Size Tested 2286mm 1219mm E7251.01-109-47 5/21/2015 5/26/2025 2286mm x 1219mm (90 x 48) Type-HS; DP +30/-30 psf; Water Test Press 220Pa 4.59psf) 440-H-025.36 2900/4900/ 70 Series 101/I.S.2/A440-08 Class R-PG35; Size tested 914mm 2127mm B9241.01-109-47 7/17/2012 3/8/2017 914x2127mm (36x84in)-H 440-H-025.38 2900/4900 70 Series ASTM E-1996-05 / Wind Zone 3, Missile level D, 914mm 1930mm NCTL-110-15665.2 617/2013 12/1912016 ASTM E-1886-05 Cycle Pressure = +/-50 psf 440-H-025.39 2900/4900 70 Series 101/I.S.2/A440-08 Class R-PG50; Size tested 1219mm 1676mm NCTL-110-15664-1 5/22/2013 4/3/2017 1219x1676 mm (48x66 in)-H 440-H-025.40 2900/4900 70 Series 101/I.S.2/A440-08 Class R-PG50; Size tested 914mm 1930mm NCTL-110-15665-1 5/24/2013 4/3/2017 914x1930 mm (3606 in)-H 440-H-025.41 2900/4900 Impact 70 Series ASTM E-1996-05! Wind Zone 3, Missile Level D, 1219mm 1676mm NCTL-110-15664.2 6/72013 12/20/2016 ASTM E-1886-05 Cycle Pressure = +/-50psf 440-1-1-025.42 2901/4901 101/I.S.2/A440-08 Class LC-PG25; Size tested 1118mm 1905mm C7074.01 7/12013 5/1/2017 1118x1905mm (44x75in)-Type H; Positive Design Pressure DP) = 1200Pa (25psf); Negative Design Pressure DP) = 1200Pa (25psf); Water Penetration Resistance Test Pressure = 180Pa (3.76psf) 440-H-025.43 2901/4901 101/I.S.2/A440-08 Class LC-PG50; Size tested 965mm 1676mm C7074.01 7/12013 5/1/2017 965xl676mm' (38x66in*}Type H; Positive Design Pressure DP) = 2400Pa (50pso; Negative Design Pressure DP) = 2400Pa (50psf); Water Penetration Resistance Test Pressure = 360Pa (7.52psf) WD-20 10114109 Friday, May 13, 2016 Page 7 WINDOW & DOOR MANUFACTURERS ASSOCIATION Hallmark® Certificate of AMs, INC. IEWDMA Conformance and License (CCL) AdmiewnLvc Management Systeme,Inc. Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amsceri.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440-H-025.44 2901/4901 101/I.S.2/A440-08 Class LC-PG50; Size tested 1118mm 1575mm C7074.01 7/1/2013 5/1/2017 1118x1575mm' (44x62in')- Type H; Positive Design Pressure (DP) = 2400Pa 50psf); Negative Design Pressure (DP) = 2400Pa 50psf); Water Penetration Resistance Test Pressure = 360Pa (7.52psf) 440-H-025.45 2901 101/I.S.21A440-08 Class R-PG50: Size tested 1016mm 1829mm NCTL-110-16178.1 7/1/2013 5/1/2017 1016x1829mmm (4002in) - Type H; DP = 2400Pa (50psf); DP =-2400Pa (-50psf); Water Penetration Resistance Test Pressure 360Pa (7.50psf) 440-H-025.46 2901 101/I.S.2/A440-08 Class R-PG50: Size tested 1016mm 1829mm NCTL-110-16178-1 7/1/2013 5/1/2017 1016x1829mmm (40x72in) - Type H; DP = 2400Pa (50psf); DP =-2400Pa (-50psi) 440-H-025.47 29001mpact ASTM E-1996 121ASTM Class R-PG50: Size tested 1016mm 1829mm NCTL-110-16178-2 7/1/2013 5/1/2017 E-1886-05 1016x1829mmm (40x72in) - Type H; DP = 2400Pa (50psf); DP =-2400Pa (-50psf) 440-H-025.49 2900/4900 101/I.S.2/A440-08 Class R-PG35; Size tested 1219mm 1829mm C9979.01-109-47 9/24/2013 7/22/2017 1219x1829mm (48x72in)-H; DP+30/-30; Water Pen. Rsist. Test Pressure = 360Pa 7.52pso 440-H-025.50 2901/4901 101/I.S.2/A440-08 Class LC-PG50: Size Tested 965mm 1880mm D7075.01-109-47 1/14/2014 2/24/2017 965mm x 1880mm • (38 x 74in') Type-H; DP +50/-50 psf; Water Test Press 360Pa 7.52psQ 440-H-025.52 2901/4901 Impact TAS 201/2021203.94 DP & Cycle Pressure +501-50 52in 73in NCTL-110-16675-1 3 5/2014 2/20/2018 psf 440-H-025.53 2901/4901 Impact TAS 201/2021203-94 DP & Cycle Pressure +50/-50 38in 62in NCTL-110-16675-1 3/5/2014 2/20/2018 psf 440-H-025.55 2901/4901 Impact 101/I.S.21A440-11 Class R-PG50; Size Tested 1321mm 1854mm NCTL-110-16675.3 3/5/2014 12/12/2017 1321 x 1854mm (-52 x 73 in.) Type-H WD-20 10114109 Friday, May 13, 2016 Page 8 WINDOW 8 DOOR MANUFACTURERS ASSOCIATION Hallmark® Certificate of AMS, INC. IEWDMAConformance and License (CCL) Aami,imrw;,Y%lnnngeoxn S»cans, Inc. Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amscerl.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 Product No. Product Name 440-H-025.57 2901/4901Impact 440-H-025.59 2901/4901Impact 440-H-025.60 2901/4901Impact 440•H-025.61 2900-4900 Series/29014901 Single Hung Window 440-H-025.62 2900-4900 Series/2901-4901 Single Hung Window 440-H-025.63 2900-4900 Series/2901-4901 Single Hung Window 440-H-025.64 29004900 Series/29014901 Single Hung Window 440-H-025.65 29004900 Series/29014901 Single Hung Window 440-H-025.66 2900-4900 Series/2901/4901 Oriel Single Hung 440-H-025.67 29004900 Series/2901/4901 Single Hung 440-H-025.68 29004900 Series/29014901 Single Hung Standard Rating 101/I.S.2/A440.11 Class R-PG50; Size Tested 965 x 1575mm (-38 x 62 in.) ' Type-H ASTM E-1996 12/ASTM DP +50/-50 psi, Missile D, E-1886.05 Wind Zone 4 ASTM E-1996 12JASTM DP +50/-50 psi, Missile D. E-1886-05 Wind Zone 4 10111.S.2/A440-11 Class R-PG20; Size Tested 1219mm x 2134mm (48 x 84) Type-H; DP +20/-20 psf; Water Test Press 150Pa (3.13psQ 101/I.S.2/A440.11 Class R-PG25; Size Tested 1321 mm x 1829mm (52 x 72) Type-H; DP +25/-25 psf; Water Test Press 180Pa (3.76psQ 101/I.S.2/A440-11 Class LC-PG30, Size Tested 1219mm x 1956mm (48 x 77) Type-H; DP +30/-30 psf; Water Test Press 260Pa (5.43psQ 101/I.S.2/A440-11 Class LC-PG35; Size Tested 1219mm x 1829mm (48 x 72)' Type-H; DP +35/-35 psf; Water Test Press 260Pa (5.43psQ 101/I.S.2JA440-11 Class LC-PG35; Size Tested 965mm x 1956mm (38 x 77)' Type-H; DP +35/-35 psf; Water Test Press 260Pa (5.43psf) 101/I.S.2/A440-11 Class R-PG20; Size Tested 1219mm x 2438mm (48 x 96) Type-H; DP +20/-20 psf; Water Test Press 150Pa (3.13psQ 101/I.S.2/A440-11 Class R-PG50; Size Tested 965mm x 1676mm (38 x 66)' Type-H; DP +50/-50 psi; Water Test Press 360Pa (7.52psQ 101/I.S.2/A440-11 Class LC-PG50; Size Tested 965mm x 1880mm '(38 x 74) Type-H; DP +50/-50 psi; Water Test Press 360Pa (7.52psQ Wide High Test Report # CertDate ExpDate 965mm 1575mm NCTL-110-16675-3 3/5/2014 12/12/2017 1321mm 1854mm NCTL-110-16675-2 3/5/2014 2/20/2018 965mm 1575mm NCTL-110-16675-2 3/5/2014 2/20/2018 1219mm 2134mm D9957.01-10947 10/9/2014 8/6/2018 1321mm 1829mm D9957.01-10947 10/9/2014 8/6/2018 1219mm 1956mm D9359.01-10947 1/28/2015 7/2/2024 1219mm 1829mm D9964.01-109-47 1/29/2015 8/4/2024 965mm 1956mm D9964.01-109-47 1/29/2015 8/4/2024 1219mm 2438mm E5610.01 3/16/2015 4/13/2025 965mm 1676mm E5611.01-109-47 3/16/2015 7/2/2024 965mm 1880mm E5612.01-109-47 6/1/2015 9/8/2025 WD-20 10114109 Friday, May 13, 2016 Page 9 IN & DOORWWMUFACIURE SASSOCIATION Hallmark® Certificate of INWD MConformance and License (CCL) Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amsceft.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 AMS, INC. Admu, „ Systems- Inc.c Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440-H-025.69 2900-4900 Series/29014901 Single Hung 101/I.S.2/A440-11 Class LC-PG50; Size Tested 965mm 1676mm E5611.01-10947-r1 8/21/2015 2/25/2025 965mm x 1676mm (38 x 66)' Type-H; DP +50/-50 psi; Water Test Press 360Pa (7.52psi) 440-H-025.70 29004900129014901 Single Hung 101/I.S.2/A440-11 Class LC-PG50; Size Tested 1118mm 1575mm E9219.01-109.47 1/15/2016 2/8/2026 1118mm x 1575mm (44 x 62)' Type-H; DP +50/-50 psi; Water Test Press 360Pa (7.52psi) 440-H-027.19 2907TW/4907TW 101/I.S.2/A440-08 Class R-PG15: Size tested 2032mm 2134mm C1050.01-109-47 12/28/2012 8/9/2016 2032x2134mm (80x84 in}H 440.H-027 20 2907TW/4907TW 101/I.S.2/A440-08 Class R-PG15; Size tested 2286mm 1880mm C4709.01-109-47 1/31/2013 12/13/2016 2286x1880 mm(90x74 in}H 440-H-027.21 2900/4900 101/I.S.2/A440-08 Class R-PG35; Size tested 1829mm 2134mm C9952.01-10947 9/24/2013 7/24/2017 1829x2134mm' (72x84in')-H; DP+35/-35; Water Pen. Resist. Test Pressure = 260Pa 5.43psQ 440-H-027.22 2902/4902 101/I.S.2/A440-08 Class R-PG50; Size tested 1994mm 1524mm C7070.01-109-47 9/24/2013 7122/2017 1994xl524mm' (79x60in')-H; DP+50/-50, Water Pen. Rsist. Test Pressure = 360Pa 7.52pso 440-H-027.23 2902/4902 Twin Single Hung Window 101/I.S.2/A440-11 Class R-PG35; Size Tested 2032mm 1880mm C0328.01-109-47 2/5/2014 9/19/2017 2032mm x 1880mm (80x74in) Type-H; DP +35/-35 psi; Water Test Press 260Pa (5.43psi) 440-H-027.24 2902/4902 Twin Single Hung Window 101/I.S.2/A440-11 Class R-PG50; Size Tested 1918mm 1575mm C0328.01-10947 2/5/2014 9/19/2017 1918mm x 1575mm (76x62in) Type-H; DP +50/-50 psi; Water Test Press 360Pa (7.52psi) 440•H-027.25 2902/4902 Twin Single Hung Window 101/I.S.2/A440-08 Class R-PG30; Size Tested 2426mm 1880 mm C0375.01-109-47 3/5/2014 1/18/2017 2426 x 1880 mm (-96 x 74 in.) Type-H 440-H-027.26 2902/4902 Twin Single Hung Window 101/I.S.2/A440-11 Class R-PG35; Size Tested 1829 mm 1575 mm D9358.01-109-47 1/27/2015 816/2024 1829 mm x 1575 mm (72 x 62) Type-H; DP +35/-35 psi; Water Test Press 260Pa 5.43psi) WD-20 10114109 Friday, May 13, 2016 Page 10 WINDOW^^,TU SASSOCIA„ON Hallmark® Certificate of IEWDMAConformance and License (CCL) li'" ' , Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amscert.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 AMs, INC. mms,I °"'" Symms, Inc. Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440-H-027.27 2900-4900/29024902 Twin Single Hung 101/I.S.2/A440-11 Class R-PG15; Size Tested 2426mm 1880mm E7252.01-109-47 5/12/2015 5/27/2025 2426mm x 1880mm (96 x 74) Type-H; DP +15/-15 psf; Water Test Press 180Pa (3.76psQ 440-H-027.28 29004900/2902-4902 Twin Single Hung 101/I.S.21A440-11 Class R-PG25; Size Tested 2032mm 1880mm E7252.01-109-47 5/12/2015 5/27/2025 2032mm x 1880mm (80 x 74)' Type-H; DP +25/-25 psf; Water Test Press 180Pa (3.76psQ 440-H-027.29 2900-4900 Series/29024902 Twin Single Hung 1011I.S.2/A440-11 Class R-PG25; Size Tested 1918mm 1956mm E7244.01.109-47 8/6/2015 9/8/2025 1918mm x 1956mm (76 x 77)• Type-H; DP +25/-25 psf; Water Test Press 180Pa (3.76psQ 440-H-027.30 2900-4900 Series/29024902 Twin Single Hung 101/I.S.2/A440-11 Class R-PG15; Size Tested 2184mm 2134mm E9218.01-109-47 12/29/2015 3/27/2026 2184mm x 2134mm (86 x 84) Type-H; DP +15/-15 psf; Water Test Press 360Pa (7.52psQ 440-H-027.31 29004900/29024902 Twin SH 101/I.S.21A440-11 Class R-PG50; Size Tested 1918mm 1829mm E9220.01-109-47 1/15/2016 1/27/2026 1918mm x 1829mm (76 x 72)' Type-H; DP +50/-50 psf; Water Test Press 360Pa (7.52psQ 440-H-027.32 290OA900/29024902 Twin SH (Finless) 101/l.S.2/A440-11 Class R-PG50; Size Tested 1918mm 1575mm F2423.01-109-47 1/15/2016 10/22/2025 1918mm x 1575mm (76 x 62)' Type-H; DP +50/-50 psf; Water Test Press 360Pa (7.52psQ 440-H-027.33 29004900/29024902 Twin SH (Finless) 101/I.S.2/A440.11 Class R-PG30; Size Tested 2426mm 1880mm F2252.01-109-47 2/19/2016 10/21/2025 2426mm x 1880mm (96 x 74) Type-H; DP +30/-30 psf; Water Test Press 220Pa (4.59psQ 440-H-028.14 2903/4903170 Series 101/I.S.21A440-08 Class R-PG50;Size tested 2737mm 1575mm B643001 4l5/2012 12/16/2016 2737xl575mm (108x621nyH 440-H-028.15 290014900170 Series 101/I.S.2/A440-08 Class R-PG15; Size tested 2718mm 2134mm C4710.01-10947 2/19/2013 1/17/2017 2718x2134mm (107x84in}H 440-H-028.16 2900/4900/ 70 Series 101/I.S.2/A440-08 Class R-PG30; Size tested 2718mm 1575mm C4710.01-10947 2/19/2013 1/17/2017 2718x 1575mm' (107x62in•-H 440-H-028.18 2903/4903 Series 101/I.S.2/A440-11 Class R-PG35; Size Tested 2737mm 1880mm D5516.01-10947 3/26/2014 3/22/2018 2737 x 1880mm (-108 x 74 in.) Type-H WD-20 10114109 Friday, May 13, 2016 Page 11 INMWiWMMUcTU SAMCIATIoN Hallmark® Certificate of X'" Conformance and License (CCL)Systans,Inc. Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amscert.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 AMs, INC. AdminLwadw Management1MWDMA Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440-H-028.19 2900-4900 Series/2903-4903 101/I.S.2/A440-11 Class R-PG50; Size Tested 2737mm 1829mm C0329.01-109-47 11f7/2014 2/21/2018 2737mm x 1829mm (108 x 72) Type-H; DP +50/-50 psi; Water Test Press 360Pa (7.52psQ 440-H-028.20 2900/4900 Series 2903/4903 Triple Single Hung 101/I.S.2/A440-11 Class R-PG20: Size Tested 2743mm 2134mm E5617.01-109-47 4/10/2015 4/14/2025 2743mm x 2134mm (108 x 84) Type-H; DP +20/-20 psi; Water Test Press 150Pa (3.13psQ 440-H-028.21 2900/4900170-2903/4903 Triple Single Hung 101/I.S.2/A440-11 Class R-PG25; Size Tested 2737mm 2134mm E7250.01-109-47 8/21/2015 10/14/2025 2737mm x 2134mm (108 x 84) Type-H; DP +25/-25 psi; Water Test Press 180Pa (3.76psQ 440-H-028.22 29004900/2903-4903 Triple Single Hung 101/I.S.2/A440-11 Class R-PG30; Size Tested 2737mm 1575mm E9222.01-109.47 2/4/2016 2/16/2026 2737mm x 1575mm (108 x 62) Type-H; DP +30/-30 psi; Water Test Press 220Pa (4.59psQ 440-H-029.06 2907/4907 101/I.S.2/A440-08 Class R-PG20: Size tested 1219mm 2134mm C1542.01-109-47 12/28/2012 9/5/2016 1219x2134 mm (48x84 in}H 440-H-029.07 4900/2900/70 101/I.S.2/A440-08 Class R-PG35; Size tested 1118mm 1524mm C7073.01-10947 10/31/2013 5/1/2017 1118x1524mm' (44x60'in)-H; DP+35/-35; Water Pen. Resist. Test Pressure = 260Pa 5.43psQ 440-H-029.08 29004900/29074907 Single Hung 101/I.S.2/A440.11 Class R-PG35; Size Tested 1016mm 1727mm E5613.01-109.47 3/3/2015 3/8/2025 1016mm x 1727mm (40 x 68) Type-H; DP +35/-35 psi; Water Test Press 260Pa (5.43psQ 440-H-030.15 2900/4900 Series 101/I.S.2/A440-11 Class R-PG20; Size Tested 2032mm 1575mm D2935.01-109-47 1/14/2014 11/12/2017 2032 x 1575mm (80 x 62in)-H; DP +20/-20psi; Water Pen Resist. Test Press = 15012a 3.13psQ 440-H-030.16 2907TR/4907TR Series 101/I.S.2/A440-11 Class R-PG20; Size Tested 2718mm 1880mm D5514.01-109-47 3/26/2014 5/6/2018 2718 x 1880mm (-107 x 74 in.) Type-H 440-H-030.17 2907TR/4907TR Series 101/I.S.2/A440-11 Class R-PG35; Size Tested 2718mm 1575mm D5514.01-109-47 3/26/2014 3/23/2018 2718 x 1575mm (-107 x 62 in.) Type-H WD-20 10114109 Friday, May 13, 2016 Page 12 @ WNMUFACTURERSAS=AMN Hallmark® Certificate of NOWDMA Conformance and License (CCL) 1 AMS, INC. Administlati-m %fanag rWnl Systcros,Inc. Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amscert.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440-H-089.00 5500/5510 Side Lite (Specimen 2) 101/I.S.2/A440-11 Class R-PG35; Size Tested 1245mm 2432mm E6290.01.109-47 11/23/2015 4127/2025 1245mm x 2432mm (49 x 96) Type-SLT; DP +35/-35 psf; Water Test Press 260Pa 5.43pso 440-H-089.01 5500/5540 Transom (Specimen 1) 101/I.S.2/A440.11 Class R-PG35; Size Tested 2734mm 914mm E6290.01-109-47 11/23/2015 4/27/2025 2734mm x 914mm (108 x 36) Type-TR; DP +3505 psf; Water Test Press 260Pa 5.43psf) WDMA HEREBY CERTIFIES that the aforesaid Company ("Licensee"), at its participating manufacturing plant(s), is licensed to use the WDMA Registered Hallmark on product lines that have been manufactured in accordance with the standards. It is further certified that the plant(s), facilities, quality control procedures, methods, and processes of Licensee have been inspected by WDMA, and are subject to regular follow-up inspection and test. It is further certified that samples of the product set forth above were tested and found to comply with the standards. By: l _ 1-,V_ John AlcFee, VP c WDAYA Hallmark By: &14 Rhonda Schorr, Authorized Representative, AUS If Program Sponsor. Program Administrator: Window and Door Manufacturers Assoc Administrative Management Systems, Inc. 330 N. Wabash Avenue, Suite 2000 PO Box 730, 205 West Main Chicago, IL 60611 Sackets Harbor, NY 13685 TEL (312)673-4828 www.wdma.com TEL (315)646-2234 staff@amscert corn WD-20 10114109 Friday, May 13, 2016 Page 26 A\\) BUILDING DROPS A Perfect Solution in Every Drop Certificate of Authorization: 29578 398 East Dania Beach Blvd. Suite 338 Dania Beach, FL 33004 954.399.8478 PH 954.744.4738 FX contact@buildingdrops.com Product Evaluation Report Of Silver Line Building Products Series 2900/4900 — Extruded Vinyl Single Hung Window Non -Impact) for Florida Product Approval FL# FL19715 Report No. 3947 51h Edition Florida Building Code Method: Category: Sub — Category: Product: Material: Product Dimensions: l — A (Certificate) Windows Single Hung Series 290014900 Single Hung Window PVC See Installation Instructions, SWD002 Prepared for: Silver Line Building Products One Silverline Dr. North Brunswick, NJ 08902 Prepared by: Hermes F. Norero, P.E. Florida Professional Engineer # 73778 Date: 12/ 15/2015 Contcnts: Evaluation Report Pages 1 — 4 Digitally signed by Hermes F Norero, P.E. Reason: I am approving this document Date: 2016.02.12 12:20:17-05'00' 111111111/1111 Q. O 7 T T C 1 isSt0NAL e% ``; 1111 11111 Hermes F. orero, P.E. Florida No. 73778 A\\ BUILDING DROPS A Perfect Solution in Every Drop Certificate of Authorization: 29578 Manufacturer: Silver Line Building Products Product Category: Windows Product Sub -Category: Single Hung Compliance Method: State Product Approval Method (1)(a) Product Name: Series 2900/4900 Single Hung Window FL#: FL1971S Date: 12/15/2015 Report No: 3947 Scope: This is a Product Evaluation Report issued by Hermes F. Norero, P.E. (FL # 73778) for Silver Line Building Products based on Method la of the State of Florida Product Approval, Florida Department of Business and Professional Regulation - Florida Building Commission. Limits of Use: Hermes F. Norero, P.E. does not have nor will acquire financial interest in the company manufacturing or distributing the product or in any other entity involved in the approval process of the product named herein. This product has been evaluated for use in locations adhering to the 5`" Edition Florida Building Code. See Installation Instructions SWD002, signed and sealed by Hermes F. Norero, P.E. (FL f# 73778) for specific use parameters. 1. This product has been evaluated and is in compliance with the 5"' Edition Florida Building Code, excluding the "High Velocity Hurricane Zone" (HVHZ). 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment into substrate material shall be beyond wall dressing or stucco. 3. When used in areas requiring wind borne debris protection this product complies with Chapter 16 of the 5'h Edition Florida Building Code and does require an impact resistant covering. 4. Site conditions that deviate from the details of drawing SWD002 require further engineering analysis by a licensed engineer or registered architect. 5. See Installation Instructions SWD002 for size and design pressure limitations. Hermes F. Norero, P.E. Florida No. 73778 Page 2 of 4 A\\ BUILDING DROPS FL#: FL19715 A Perfect Solution in Every Drop Date. 12/15/2015 Certificate of Authorization: 29578 Report No: 3947 Certification Agency: The manufacturer has demonstrated compliance of window products in Accordance with the Florida Building Code and State Rules for manufacturing under a Certification Agency through Window and Door Manufacturers Association (FBC Organization f#: CER1508). Performance Standards: The product described herein has been tested per: Referenced Data: AAMA/WDMA/CSA 101/I.S.2/A440-08/11 1. Product Testing performed by Architectural Testing FBC Organization # TST1558) Report: Dated: 86430.01-109-47 3/09/2012 C0329.02-109-47 3/17/2014 C0375.01-109-47 3/11/2013 C0328.01-109-47 1/03/2014 C7074.01-109-47 6/17/2013 C7075.01-109-47 8/16/2013 C9952.01-109-47 8/30/2013 D93S8.01-109-47 9/17/2014 D9957.01-109-47 9/16/2014 D9964.01-109-47 1/05/2015 E5610.01-109-47 3/05/201S E5611.01-109-47 3/03/2015 E5612.01-109-47 5/07/2015 E7244.01-109-47 6/16/2015 E72S0.01-109-47 6/16/2015 E9219.01-109-47 10/21/2015 E9220.01-109-47 10/21/2015 2. Certification Agency Window and Door Manufacturers Association FBC Organization a: CER1508) 3. PVC profiles meet requirements of WDMA/HallMark WD-61 in accordance with AAMA 303 Hermes F. Norero, P.E. Florida No. 73778 Page 3 of 4 BUILDING DROPS A Perfect Solution in Every Drop Certificate of Authorization: 29578 Installation: 1. Approved anchor types and substrates are as follows: Nailing Fin Installation: FL*: FL19715 Date: 12/ 15/2015 Report No: 3947 A. For two by (2X) wood frame substrate (Min. S.G. = 0.55), use #8 PH Wood Screw OR 11 Gauge Roofing Nails OR 10d Common Nails type wood frame anchors of sufficient length to achieve minimum embedment of 1.50" into wood framing. B. For steel stud substrate (Min 18 Ga., Fy = 33 ksi), use #8 TEK PH or HWH Screw type steel stud anchors of sufficient length to achieve minimum 3 threads penetration beyond steel structure. Through Frame Installation: A. For two by (2X) wood buck substrate (Min. S.G. = 0.55), use #10 PH Wood Screw type installation anchors of sufficient length to achieve a minimum embedment of 1.50" into the wood substrate. B. For concrete (Min. fc = 3000 psi) or masonry (Conforms to ASTM C90) substrate where one by (1X), non-structural, wood bucking is employed, use 3/16" diameter ITW HWH Tapcon type concrete screw anchors of sufficient length to achieve minimum embedment of 1.25" into concrete or masonry. C. For concrete (Min. f'c = 3000 psi) or masonry (Conforms to ASTM C90) substrate where wood bucking is NOT employed, use 3/16" diameter ITW HWH Tapcon type concrete screw anchors of sufficient length to achieve minimum embedment of 1.25" into concrete or masonry. D. For steel stud substrate (Min 18 Ga., Fy = 33 ksi), use #10 TEK PH or HWH Screw type steel stud anchors of sufficient length to achieve minimum 3 threads penetration beyond steel structure. Refer to Installation Instructions (SWD002) for anchor spacing and more details of the installation requirements. Design Pressure: Refer to Installation Instructions (SWD002) for anchor spacing and more details of the installation requirements. Hermes F. Norero, P.E. Florida No. 73778 Page 4 of 4 4/2 M17 Florida Building Code Online s•: A-',. •.RY `'j L•- : i .lii i ',YC '>. C :! 1 ...,li`d• 4 , ! .• fVN4rif .•• j' .•..•.`• a r. ,•';;L',' :l •wt;'•>:i r. r, .f.• ;.6:.Cr - < '.+: yn a• _ t .LJ-' LW:iJ.,L•Ctl"i`a14"f' I ' t.'' ..(.. ^° <r.e • !C }'• a' ,N.;...,.'' i4.: " : <. • p } t• „ . iS •rr ' • •;. ^ t', `< ,,L •, •,; .c : •w 'II '.c j.j• o : '• q• . ~ ° ,q• , ..e ;r..• :4te• ' ,.r. r`'9a,r;o ' <: ,. ,v :•.` 3 ` a. t .•-.. ..c '. tFjL::m•r,L•,.y.r:y{T.`": •: `np, ;.' :jjt: ... :. tt:.:`_ :a a::Q-^sa7.: .ate.fiPi'VL:. ass: k_,G:sidi :lie;••. ,'i .. BCIS Home Lop In User Registration riot Topics Submit Surcharge ' Stats 6 Facts I Publications F8C Stall BCIS Site Map Links Search b I'{ '" Product Approval USER: Public Userrtom Product A°°r°val Menu > PreduQ °r AodlcaUon Search > Application List > Application Detail FL A F1-13192-114 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer James Hardie Building Products, Inc. Address/Phone/Email 26300 La Alameda Ste.'250 Mission Viejo, CA 92691 909) 349-2927 pingsheng.zhu@jameshardle.com Authorized Signature Pingsheng Zhu pingsheng.zhu@jameshardle.com Technical Representative Pingsheng Zhu Address/Phone/Emall 10901 Elm Ave. Fontana, CA 92337 909) 349-2927 pingsheng.zhu@jameshardle.com Quality Assurance Representative Pingsheng Zhu Address/Phone/Email 10901 Elm Ave. Fontana, CA 92337 909) 349-2927 pingsheng.zhu@jameshardle.com Category Panel Walls Subcategory Siding Compliance Method Evaluation Report from a Florida Registered Architect or a Ucensed Florida Professional Engineer 1i Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Ronald 1. Ogawa the Evaluation Report Florida Ucense PE-24121 Quality Assurance Entity Intertek Testing Services NA, Inc. Quality Assurance Contract Expiration Date 01/01/2018 Validated By John Southard, P.E. Validation Checklist - Hardcopy Received Certificate of Independence . FL13192 R4 COI RIO - Certificate of IndeoendencP.PDF Referenced Standard and Year (of Standard) Standard ASTM C1186 ASTM E330 Year 2007 2002 4"'' • ' .' Equivalence of Product Standards 8`a a F' _ t't Certified By Florida Ucensed Professional Engineer or Architect E FL13192 R4 Eouiv ASTM C1186 Eaulvalencv Slaned.Ddf https://www.floridabuilding.orW/pr app dU.aspx9param=wGEVXOwtD4tsk%2bGnUu47ogxmaHRnHIID4CXwWRgKDf7RrxWwZstgA%3d%3d 1/3 4/28017 Florida Building Code Online Sections from the Code Product Approval Method Method I Option D Date Submitted 08/17/2015 f Date Validated 08/26/2015 Date Pending FBC Approval 09/07/201S Date Approved 10/16/2015 Su'm'nfiry of Produ' cis FIL Model, Number or Name Description 13192.1 Cemplank Lap Siding fiber -cement lap siding Umits of use Installation Instructions Approved for use In HVHZ: Yes FL13192 R4 11 ER RIO-2553-15 Plank metal wood.odf Approved for use outside HVHZ: Yes FL13192 R4 11 ER RI0-2557-1S Plank Shinale CMU.odf Impact Resistant: N/A FL13192 R4 If ER RIO-2577-15 Plank to WSP Sheathino.odt FL13192 R4 11 Install CemPlank Sidino.odDesignPressure: N/A Other: For use In HVHZ Install In accordance with NOA IS- FL13192 R4 11 NOA LS-01.22.04.odf 0122.04. Verified By: Ronald I. Ogawa 24121 Created by Independent Third Party: No Evaluation Reports FL13192 R4 AE ER RIO-2553-15 Plank metal wood.odf FL13192 R4 AE ER RIO-2557-15 Plank Shinale CMU.r)d FL13192 R4 AE ER RIO-2577-15 Plank to WSP Sheathing.od FL13192 R4 AE NOA 15-0122.04 Created by Independent Third Party: Yes 13192.2 kardlePlank Lap Siding fiber -cement lap siding9. Umits of Use Installation Instructions Approved for use In HVHZ: Yes FL13192 R4 11 ER RIO 2553-IS Plank metal wood.odf Approved for use outside HVHZ.- Yes FL13192'R4'11 EPlank Shinale CMU.odf Impact Resistant: N/A FL13192 R4 11 ER-RIO-2577-15 Plank to WSP Sheathino.od FL13192 R4 11 Install HardlePlank SIdIna,pdDesignPressure: N/A Other. For use In HVHZ Install in accordance with NOA 15-* FL13192 R4 -11 NOA 15-0122.04.odf 0122.04. Verified By:, Intertek. Testing Services NA Ltd. Created by Independent Third PartV:'No EvailuationRe'ports 15 Plank metal wodFL13192R4AEERRIQ-2553- -.bdf' FL13192 R4'AE -ER*RIO-2557-IS Plank Shln(ile CMU.odf- FL13192 R4 AE ER RIO-2577-IS Plank to WSP Sheathino.od FL13192 R4,AE NOA-1S-0122.04.odf Created by Independent Third Party: Yes 13192.3 HardleShlngle Individual Shingles fiber -cement Individual cladding shingles Umits of Use Installation Instructions Approved for use In HVHZ: No Approved for use outside HVHZ: Yes FL13192 R4 11 ER PIO-25SS-15 Shingle metal wood.odf FL13192 R4 If Install Hardleshinale Sidino.od Impact Resistant: N/A Verified By: Intertek Testing Services NA Ltd. Design Pressure: N/A Created by Independent Third Party: No Other: Evaluation Reports EL131.92 R4 AE ER RIO-255S-15 Shingle metal wood.odf Created by Independent Third Party: Yes 13192.4 HardieShingle Panel fiber-cement'notched shingle panels (straightfedge, staggered edge, half round edge)' Umits of Use Approved for use in HVHZ- No Installation Instructlons FL13192 R4 It ER RIO-255S-15 Shingle metal wood.odf EL13192 R4 91 - ER RIO-2SS7-1 5 Plank S In6li CMU.odfApprovedforuseoutsideHVHZ:.Yes Im0ait Resistant: N/A FL13192 R4 .11 Install HardleShingle Sid4no.od Desigri pressure: N/A Verified By: Intertek Testing Services NA Ltd. Other: Created by Independent Third Party: No Evaluatiaii Reports FL13192 R4 AE ER 1110-25SS- LS Shingle metal Wood.adf FL13192 -114 AE ER RIO-2557-15 Plank Shingle CMU.odf' Created by Independent Third Party: Yes 3192.S Prevail Lap Siding fiber -cement lap siding Umits of Use Installation Instructions Approved for use In HVHZ: Yes FL13192 R4 R ER RIO-2553-15 Plank metal wood.odf https:IA~.floridabuilchng.orgfpr/pr_appjtl.aspx?param=wGEVXQwtDqtsk%2bGnUu47oqxmaHRnHIID4CXwWRqKDr7RrxWwZsbgA%3d%3d 2/3 4/28/2017 Florida Building Code Online Approved for use outside HVH2: Yes Impact Resistant: N/A Design Pressure: N/A Other: For use In HVH2 Install In accordance with NOA 15- 0122.04. FL13192 R4 II ER RIO-2557-IS Plank Shlnale CMU.odf FL13192 R4 If ER RIO-2577-IS Plank to WSP Sheathino.odf FL13192 R4 11 Install Prevail Lao Sidina.odf FL13192 R4 lI NOA 1S-0122.04.odf Verified By: Intertek Testing Services NA Ltd. Created by Independent Third Party: No Evaluation Reports FL13192 R4 AE ER RIO-2553-15 Plank metal wood.odf FL13192 R4 AE ER 11I0-2557-15 Plank Shingle CMU.odf FL13192 R4 AE ER RIO-2577-15 Plank to WSP Sheathina.odf FL13192 R4 AE NOA IS-0122.04.Odf Created by Independent Third Party: Yes Contact Us :: 260.1_Blair Stone Road. Tallahassee FL 32399 Phone: 1150-467.1824 The State of Florida Is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Aetesslbllity Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your a -mall address released In response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone ar by traditional mall. If you have any quesuons, please contact 850.487.139S. *Pursuant to Seaton 4SS.275( I). Florida Statutes, effective October 1., 2012, licensees licensed under Chapter 4SS, F.S. must provide the Department with an email address If they have one. The emalls provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the pudic. To determine If you are a licensee under Chapter 455, F.S., please dick b=. Product Approval Accepts: Credit Card Safe httpsY&fww.0oridatxrilding.org/pr/pr app dtl.aspx?param=wGEVXQwtDgtsk%2bGnUu47ogxmaHRnHIID4CXwhKRgKDf7RrxWwZsbgA%3d%3d 3/3 Florida Product Approval HardiePlank° Lap Siding For use inside HVHZ: o HardiePlank Lap Siding fastener types, fastening schedule, and installation shall be in accordance with the Miami -Dade County Florida NOA 15- 0122.04. Consult the HardiePlank product installation instructions on the follow pages for all other installation requirements. For use outside of HVHZ, o HardiePlank Lap Siding fastener types, fastening schedule; and installation shall be in accordance with Engineering Evaluation Reports RIO-2553-15 or RIO-2557-15. Consult the HardiePlank product installation instructions on the follow pages for all other installation requirements. HardiePlank° A,/ >0 Lap Siding JamesHardie EFFECTIVE SEPTEMBER 2013 INSTALLATION REQUIREMENTS - PRIMED & COLORPL IS`-) PRODUCTS Vshvovlllam r o=(orthemostrecentversion. SELECT CEOARMILL° • SMOOTH • CUSTOM COLONIAL" SMOOTH • CUSTOM COLONIAL" ROUGHSAWN CUSTOM BEADED CEOARMILL° • CUSTOM BEADED SMOOTH • STRAIGHT -EDGE SHINGLE PLANK IMPORTANT: FAILURE TO INSTALLAND FINISH THIS PRODUCT IN ACCORDANCE WITH APPLICABLE BUILDING CODES AND JAMES HARDIE WRITTEN APPLICATION INSTRUCTIONS MAY LEAD TO PERSONAL INJURY, AFFECT SYSTEM PERFORMANCE, VIOLATE LOCAL BUILDING CODES, ANO VOID THE PRODUCT ONLY WARRANTY. BEFORE INSTALLATION, CONFIRM THATYOU ARE USING THE CORRECT HARDIEZONE- PRODUCT INSTRUCTIONS. INSTALLATION OF HZIOe PRODUCTS OUTSIDE AN HZ100 LOCATION -WILL VOID YOUR WARRANTY. TO DETERMINE WHICH HARDIEZONE"' APPLIES TO YOUR LOCATION, VISIT WWW.HARDIEZONE.COM OR'CALL 1-866-942-7343 STORAGE & HANOLING: CUTTING INSTRUCTIONS OUTDOORS INDOORS Storeflatandkeepdryandcoveredpriorto Installation. Installing•siding wet or saturated may reSUt1 In shrinkage at bull trUs. Car planks on eel Protect 1r edges oral corners from breakage. James Hardie is not responsible for damage caused by improper storage and handling of the product. 1. Pa tint ctdng sialkn so that wndwll bbridust away from user and others n area pit 2UseoneofIhe snap aoval: L Scae and strap L Shears (manual, ebctfc or pna,mal" b. Better. L Oust recluci g draft sawetlrippad with a Haafetflade' saw blade and IEPA heaaan extraction c, Good: L Dhd m3udrq orafr satvwI h a llardkBIWe saw Wade only ur8 for bw in mww& ad" 1. Cur only "' sore and snap, or cheats (manual, electric or pnetmcllic). 2. Position culling statbn In well-verrJated area NEVER use a pacer saw Indoors NEVER use a circular saw blade that does nal cary the Herde9atde saw blade trademark NEVER dry sweep —Use wet suppression or HEPAVacuum Mponau Note: Far maodman pmteaion Qowest respiohle dial oil carr(riofl),.Ihrtes I4uh8e recommends aivray9 tEhg'6aC 4eve1 cutting methods where feasble. NIOS1- wowed fesf Rotors can be used In cw#Mbn with above oAM prad lon to further reduce did avasues. AdMord erpossure Information is available at www.pmesfhardle.ean to help you detem*e the most appropriate arnlrq matthod for your labrequirements. r coroan rill adz abed e levels or lou do riot comply with the above prad'cei.lou should Ways conatha qualr4d mdtsblal hyplenisl or tmW Janes Harde for further i fortnalion. GENERAL REQUIREMENTS: HardiePlank• lap siding can be Installed over braced wood or steel studs spaced a maximum of 24" o.c. or directly to minimum 7116" thick OS8 sheathing. See general fastening requirerents. IrreguNrilies in framing and sl'reathlrg can mirror through the finished application. Information on Installing James Hardie products over foam can be located In JH Tech Bulletin 19 at www. lamehardle.obm A water -resistive barrier is required In accordance with local building code requirements. The water -resistive barrier must be appropriately Installed with penetration and junction flashing in accordance with local building code requirements. James Hardie will assume no responsibility for water infiltration. James Hardie does manufacture HardieWrap` Weather Barrier, a non -woven non -perforated housewrap', which complies with building code requirements. When installing James Hardie products all clearance details in figs. 3-14 must be followed. Adjacent thilshed grade must slope away from the building in accordance with local building codes - typically a minimum of 6' in the first 10'. Figure 1 Double Wall Single Wall Do not use HardiePlank lap siding In fascia or trim applications. construction Construction Do riot install James Hardie products, such that they may remain In contact with standing water. watertedsike barter het -In bracing HardiePlank lap siding may be Installed on Flat vertical wall applications only. o oo pro 24' at.mas. For larger projects, including commercial and multi -family projects, where the span of the wag is signifif2nt In length, the designer and/or architect should take liTto consideration the - nA coefficientofthemlalexpansionandmoisturemovementoftheproductIntheirdesign. These values can be found in the Technical Bulletin "Expansion Characteristics of I JamesHardie" Siding Products' at www.JaniesHarcie.com. DO NOT use stain, oittalkyd base paint, or powder coating on James Hardlem Products. „,- INSTALLATION: JOINTTREATMENT One or more of the following joint treatment options are required by code (as referenced 2009IRC R703. 3.2) A. Joint Flashing (James Handle recommended) B. Caulking' (Caulking is not recommended '_, for ColorPlus for aesthetic reasons as the m Caulking and Cotoiflus will weather differently. For the same reason, IWSnhg f do not caulk nail heads on ColorPlus products.) w C.' H" jointer cover Figure 2 Nai unto nail line is not present place fastener betweei 3/4" 1' froim top m• rem of p" trh51a1 plans In moderate contact a1 bun )pints fastener Instal a 1 1/4'staner strlp to ensure a conskient ptankangte Ie3va appro(ri tegap he ween planks and trim. then coulk.— Note. Feld painting over caulking may produce a sheen difference when compared to the field painted PdmePlus. 'Refer to Caulking section in these Instructions. r For additional information on HaniieWreweather Banned consult James Hartle at 1-866.411ardle or www.hardlewrap.cotm WARNING: AVOID BREATHING SILICA DUST lames Hardie' products contain respirable crysWlre sllca, which Is 10owm to the State of callornb to cruse caflter and Is con derod by w1G and NOS( to be a cause of war from some occupational sources. tlttlathbg aces ve amounts of respirable Me dust con also came a disAing and potentially label lung daeloe called sifrcosb. and has been Iffdted w Ih other diseases. Some studies suggest srnakig cony Increase these rAts. Oudno whit W anor ha din (1) work In mrtdom areas with angle vadildlm; (2) use rib r mmtA :hrm forcut ing or, where not fmnkle. use a HardlrllIMa• saw hhtt and dust -reducing Ocular sat attached to a HEPA vacwe; (d) rani others in the Immediate area; (4) worn a propmp-ffttod, NOSH-appnoved dust mask or respirator (b.g. N95) in accordance with applicable gVbvveemrmunt ragublions and manufacturer Insuucliors to but err inch rrsplsbb sibsm osurer During c'Aan-up, use HEPA vacuums awet cbsnup mot hods - rovertoyy swoop. Fro fullmill er I faion, (der INSTALLATIONour staPation in tdCnOre and LEAD l fery Data Sheer wSAL Wole at 0 OJemesha dle.con of by ding I.800.9W OWE (1-800.942.7343). FALUI E TTO ADHERE TO OUR WAR MSOS, AND IIS11119-Pit/4 6/13 y >rv" CLEARANCE AND FLASHING REQUIREMENTS Figure 3 Figure 4 Figure 5 Figure 6 Roof to Wall Horizontal Flashing Kickout Flashing Slabs, Path, Steps to Siding Zflashing 3arl•'; wired ti-r - bV IR coderz. .. Min. Y4" Do not caulk Figure 7 Figure 8 Figure 9 Figure 10 Figure 11 Deck to Wall Ground to Siding Gutter to Siding Sheltered Areas Mortar/Masonry J t IFigure 12 Figure 13 Figure 14 Drip Edge Block Penetration Valley/Shingle Extension All i4d.olitn l s - tvh {iUtter o ?' tu ieSenl .Nf J FASTENER REQUIREMENTS '" Blind Nailing Is the preferred method of installation for HardiePlankx lap sidng products. Face nailing should only be used where required by code for high wind areas and must not be used in conjunction with Blind nailing (Please -see JH Tech bulletin 17 for 6xemption when doing a repalr). Pin -backed corners may be done tot aesthetic purposes Only. Pin -backs shall be done with finish nails only, and are not a substitute for blind or face nailing. BLIND NAILING Nails - Wood Framing Siding nail (0.09" shank x 0.221" HD x 2' long) 11 ga. roofing nail (0.121' shank x 0.371 " HD x 1.25' long) Screws - Steel Framing Ribbed Wafer -head or equivalent (No. 8 x 1 1/4" long x 0.375" HD) Screws must penetrate 3 threads into metal framing. Nails - Steel Framing ET & F Panelfast' nails or equivalent PA 0" shank x 0.313" HO x 1.1/2" long) Nails must penetrate minimum 1/4' into metal framing. 0S8 minimum 7/16" 11 ga. roofing nail (0.121" shank x 0.371 " HD x 1.75" long) Ribbed Wafer -head or equivalent (No. 8 x 1 5/8" long x 0.375" HO). StVd ---- O.C?nmx i fL•rUfe v - Nhfcr Resistive 1 1/4• min. Barrier ovef p Figure 15 FACE NAILING Nails - Wood Framing 6d (0.113" shank x 0.267' HO x 2" long) Siding nall (0.09' shank x 0.221" HD x 2" long! Screws - Steel Framing a Ribbed Bugle -head or equivalent P. 8-18 x 1-5/8" long x 0.323" HD) Screws must penetrate 3 threads Into metal framing. Nails - Steel Framing ET & F pin or equivalent (0.10' shank x 0.25" HD x 1: 1/2" long) Nails must penetrate minimum 1/4" Into metal framing. OSB minimum 7/16" Siding nail (0.09' shank x 0.221" HD x 1-1 /2" long)' Flaure 16 Minimum overlap for Both Face and Blind Nailing min. 1 I I ovedap 24" O.C. max. 1 1/4' mn. overlap 1 u y 3/4'.1' race nag t 1 - weler-malstive baffler Laminate sheet to be removed Immediately after installation of each course for ColorPluso products. When face nailing to OSB, planks must he no greater than 91/4' wile and fasteners must be 12" o.c. or less. Also see General fastening Requiremerxs; and when considerblg aliemadve fastening options refer to Jamas Hardie's Tedrical Bulletin USTB 17 - Fastening Tips nor HardeMa(0 Lap Siding. HS11119-P214 6113 GENERAL FASTENING REQUIREMENTS Fasteners must be corrosion resistant, galvanizer), or stainless steel. Electro-galvanized are acceptable but may exhibit premature corrosion. James Hardie recommends the use of quality, hot -dipped galvanized nails. James Hardie is not responsible for the corrosion resistance of fasteners. Stainless steel fasteners are recommended when Installing James Hardie" products near the ocean, large bodies of water, or In very humid climates. Manufacturers of ACO and CA preservative -treated wood recommend spacer materials or other physical barriers to prevent direct contact of ACO or CA preservative -treated wood and aluminum products. Fasteners used to attach HardleTrlm Tabs to preservative -treated wood shall be of hot dipped zinc -coated galvanized steel or stainless steel and in accordance to 2009 IRC R317.3 or 2009 IBC 2304.9.5. Consult applicable product evaluation or listing for correct fasteners type and placement to achieve specified design wind loads.. NOTE Published wind loads may not be applicable to all areas where Local Building Codes have specific jurisdiction. Consult James Hardie Technical Services it you are unsure of applicable compliance documentation. Drive fasteners perpendicular to siding and framing. Fastener (leads should fit snug against siding (no air space). gig. A) Do not over -drive rail heads or drive nails at an angle. If nail is countersunk fill nail dole and add a nail. gig. B) For wood framing, under driven nails should be hit flush to the plank with a hammer for -steel framing, remove and replace naii). y ro PNEUMATIC FASTENING James Hardie products can be hand nailed or fastened with a pneumatic tool. Pneumatic fastendng Is highly recommended. Set air pressure so that the fistener is driven snug with the surfaco of the siding. A flush mount attachment on the pneumatic tool is recommended. This will help control the depth the nail Is driven. If setting the nail depth proves difficult, choose a setting that under drives the roll. (Drive under driven nails snug with a smoogl faced hammer - Does not apply for installation to steel framing). countersunk, flzN 0till &add nail snug flush DO NOT DO NOT Figure A Figure B under dfive nails staple PAINTING DO NOT use stain, olValkyd base paint, or powder coating on James Hardie Products. James Hardie products Hirst be painted within 180 days for primed product and 90 days for unprlmed. 100% acrylic topcoats are recommended. Do not paint when wet. For application rate's refer h> paint -manufacturers specifications. Back -rolling is recommended if the siding is sprayed. CUT EDGE TREATMENT Caulk, paint or prime all field cut edges. James Hardie touch-up kits are required to touch-up ColorPlus products. NOTE: Whenever a structural member is present, HardlePlank should be fastened with even spacing to the structural member. The tables allowing CAULKING direct to OSB or plywnod should only be used when traditional framing is For best results use an Elastomedc Joint Sealant complying with ASTM C920 not available. Grade NS, Class 25 or -higher or a Latex Joint Sealant complying with ASTM Do not use aluminum fasteners, staples, or clipped head nails. C834. Caulking/Sealant must be applied in accordance with the cauking/sealant manufacturer's written Instructions. Note: OSI Quad as well as some other caulking manufacturers do not allow tooling. COLORPLUS'v TECHNOLOGY CAULKING, TOUCH-UP & LAMINATE Care should he taken when handling and cutting James Hardie® ColorPlus® products. Outing installation use a wet soft cloth or soft brush to gently wipe oft any residue or construction dust left on the product, then rinse with a garden hose. Touch up n1cim, scrapes and nail heads using the ColoAus• Technology touch-up applicator. Touch-up should he used sparingly. If large areas require touch-up, replace the damaged area with new HardePlank° lap siding with ColorPlus Technology. laminate sheet must be removed immediately after installation of each course. Terminate non -factory cut edges Into tdm where possible, and caulk Color matched caulks are available from your ColorPlus' product dealer. Treat all other non -factory cut edges using the ColorPlus Technology edge coaters, available from your ColorPlus product dealer. Note: James Hardie does not warrant tho usage of third party touch-up or paints rued as louct)-up an .lames Hardie ColorPlus products. Problems with appearance or performance arising from use of third party touch-up paints or paints used as touch-up that are not James Hardie touch-up will not be covered under the James Hardie ColorPlus Limited Finish Warranty. PAINTING JAMES HARDIE® SIDING AND TRIM PRODUCTS WITH COLORPLUS® TECHNOLOGY When repainting ColorPlus products, James Hardie recommends the following regarding surface preparation and topcoat application: Ensure the surface is clean, dry, and free of any dust, din, or mildew Repriining Is normally not necessary 100% acrylic topcoats are recommended 00 NOT use stain, oiValkyd base paint, or powder coaling on James HardleO Products. Apply finish coat in accordance with paint manufacturers written instructions regarding coverage, application methods, and application temperature 00 NOT caulk nail treads when using ColorPlus products, refer to the ColorPlus touch-up section HS11119-PY4 6/13 y ro COVERAGE CHART/ESTIMATING GUIDE Number of 12' planks, does not include waste COVERAGE AREA LESS OPENINGS HARDIEPLANKa LAP -SIDING WIDTH SQ 5114 61/4 7114 71Q 8 8114 91/4 91/2 12 1 so = 100 srt n.) (exposure) 4 5 6 6114 6 314 7 8 8 t/4 10 3/4 1 25 20 17 16 15 14 13 13 9 2 50 40 33 32 30 29 25 25 19 3 75 60 50 48 44 43 38 38 28 4 100 80 67 64 59 57 50 50 31 5 125 100 83 80 74 71 63 63 47 6 150 120 100 96 89 86 75 75 56 7 175 140 117 112 104 100 88 88 65 8 200 160 133 128 119 114 too 100 74 9 225 180 150 144 133 129 113 113 84 10 250 200 167 160 148 143 125 125 93 11 275 220 183 176 163 157 138 138 102 12 300 240 200 192 178 171 I50 150 112 13 325 260 217 208 193 186 163 163 121 14 350 280 233 224 207 200 175 175 13D 15 375 300 250 240 222 214 188 188 140 16 400 320 267 256 237 229 200 200 149 17 425 340 283 272 252 243 213 213 158 18 450 360 300 288 267 267 225 225 167 19 475 380 317 304 281 271 23B 238 177 20 500 400 333 320 296 286 250 250 186 This coverage chart is meant as a guide. Actual usage Is subject to variables such as building design. James Handle does not assume responsibility for over or under ordenng of product. IRECOGNITION: to amordance aih IMES Evahufon ReW ESR•2290, flardlePlardS by sling is mcegnbted as a sultahle allemals to that spedled in the 2006,200%Q0121tderratiorel Residential Code for One, and Two•Famlry Nveli gs, and he 2008, 2009. 8 2012 Inlematicnal euldkug Cade,. HardePlank lap siding is Aso reoogd tad for appfia6m in he following: Cky of Los Anpfos Resoorch Report No. 2486Z Slate of Flodda Acting FLOW, fade County, %Wa NOA No.024729.02. US. Dept of HUD Moted* Release 1263c, Terms Oep timed d Insurame Pmdud Evaluation EC23. City of New York MEA 223.93ad, and Cerdrrda OSA Rk-OI9. These doamenls Wind also be owmIled fa adiftel hfoo aUn cmounkV he suitabday d this pmduct ku spedfiearpieadon s. 0 2013 James Handle Butiding Products. AA rights reserved. TT4, SAS and 4) denote trademarks or regslered kademarlce of James Hard're Tedtnmogy Umbed. t9 is a registered trademark of James Hardie Tedu"W LkNled. Panelfast is a reotered kademadc of ETBF Fastening Systems, Inc Additional Installation Information, Warranties, and Warnings are available at vaJamesHardie ww.jameshardie.com HS11119- P4/4 6f13 MIAMI-DADS hIIAMi-DADE COUNTY PRODUCT CONTROL SECTION 11805 SW 26 Street, Room 208 DEPARTMENT OF REGULATORY ANb ECONOMIC RESOURCES (RER) Miami, Florida 33175-2474 HOARD AND CODE AD&MNISTRATION DIVISION T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) w.vw.minmidade.eov/eeonomv James Hardie Building Product, Iite. 10901 Elnt Avenue' Fontana, CA 92337 SCOPE: This NOA is'being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER-Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. DESCRIPTION: "Hardie", "Cem" and "Prevail" Planks and Panels Fiber Cement Siding and Soffit APPROVAL DOCUMENT: Drawing No. PNL, PLK & SOFF, titled "HardiePanel, CemPanel, Prevail Panel; HardioPlank, CemPlank Prevail Lap Siding; HardieSoffit, CemSoffrt Panel; Installation Details Wood/Metal Stud Construction", sheets 1 through 12 of 12, dated 04/24/2013, prepared by the manufacturer, signed and sealed by Ronald I.Ogawa, P.E., bearing the Miami -Dade County Product Control 6--vision stamp with the Notice of Acceptance number and expiration date by the Miami -Dade County Product Coutrol Section. MISSILE IMPACT RATING: Large'aud Small Missile Impact Resistant LABELING- A permanent label with the manufacturer's name or logo, Plant City, Florida, and the following statements: "ASTM C 1186 Type A compliant" and "Miami -Dade County Product Control Approved" is to be located on each siding plank or panel and per FBC 1.710.9.2 and 1710.9.3 on soffit' panels. RENEWAL of this NOA shall be considered after a renewal application has been filed and there lies been no change in the applicable building code negatively affecting lice performance of this product. TERMINATION of this NOA will occur after the expiration date or if there lies been a revision or change in tM materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its cnliri ty. INSPECTION: A copy of this entire NOA shall be provided -to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the [building Official. This NOA revises NOA 013-0311.07 and consists of this page I and evidence page E-1, as well as approval document mentioned above. The *submitted documentation was reviewed by Carlos M. Utrera, P.E. MIAMI•DAOE COUNTY NOA No. 15.6122.04 expiration Date: May 1, 201-7 Approval Date: April 9, 2615 03 3 fZpIS ragiI -- James I•Iardle Building Products. Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS "Submitted tutderNOA # 13-0311.07" 1. Drawing No. PNL, PLK & SOFF, titled "HardiePanel, Cem.Panel, Prevail Panel; HardiePlank, CemPlank Prevail Lap Siding; HardieSoffit, CemSoffit Panel; Installation Details Wood/Metal Stud Construction", sheets 1 through 12 of 12, dated 04/24/2013, prepared by the manufacturer, signed and sealed by Ronald I. Ogawa, P.E. B. TESTS "Submitted under NOA # 13-0311.07" 1. Test reports on l) Uniform Static Air Pressure Test, Loading per FBC TAS 202-94 2) Cyclic Wind Pressure Loading per FBC, TAS 203-94 along with marked -tip drawings and installation diagram of HardiePlank, HardieSofftt and HardiePanel, prepared by Inteitek Testing Services NA LTD, Test Report No. 100733361COQ-004, dated 08/24/2012, with revision I dated 04/25/2013, signed and sealed by Rick Curkeet, P.E. Stibatitted under NOA # 02-0729.02" Laboratory Report Test Date Signature 2. AT[-16423-1 PA 202 & 203 03/18/96 A. N. Reeves P.E. 3., AT[ 16423-2 PA 202 & 203 03/18/96 A. N. Reeves P.E. 4. ATI 16423-3 PA 202 & 203 03/18/96 A. N. Reeves P.E. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. Miami -Dade Department of Regulatory and Economic Resources (RER) E. MATERIAL CERTIFICATIONS 1. None. F. STATEMENTS 1. Statement letter of code conformance to the 5th edition (2014) FBC issued by Ronald 1. Ogawa & Associates, Inc., dated 10/26/2014, signed and sealed by Ronald I. Ogawa, P.E. O3/3olZotS Carlos M.• 11trera, P.L'. Product Control Examiner NOA No. 15-0122.04 Expiration Date: May 1, 2017 Approval Date: April 9, 2015 1 WALL 1 AE [&tLA it" WALL LENGTH Stud Spacing at 16" O.C. M Nab at 16" O.C. (typ) 3B° Minimum Edge Distance Sheathing fastener, as described in Note 1 Panel fastener, as described in Note 2 HardiePanel, Cempanel, Prevail Panel Siding Water4esistive banter per Florida Building Code Section 14042 5/8" thick] 5 ply APA rated plywood sheathing fastened in accordance with Florida Building Code Section 23223 2" X 4" S-P-F Wood Studs The wan and soffit frames are to be designed by the Architect or Engineer of Record in compliance with the Florida Bw1dTg Code. PROAUCT DESCRIPTION SEE Hardepanew. Cempanel®, & DETAIL A Prevail® Panel Siding materials are nonasbestios fiber -cement products SM* tlridc 15 ply APA rated tested in accordance with ASTM plywood s h in C1186 Grade II. Type A and meeting accodanoewith Aorida the regwrements of the Florida BWrg Code Section wiling Code. 26 PANEI_DIMENSIOLiIS hMatmtsistive Wdth Length Ttvdmess barrier per Florida 4 8.9,10, 5l1T Balding Code Becton 14042 QE, Gjb — _S_U_RE RATWCt 2' X 4' S-P-F installation 7Desin Pressure wood Wood Studs HaresePanel, impact Resistant — Planks installed over WTI thick! 5 ply ECSLON Cernpanel. APA rated plywood sheathingPrevailpanel Siring L4ARDIEP NE& CEMPATIEL, P-MMALLAA_K SIDINIG 1NS t-1 1 ION DETAILS AU installation sha11 De done in conformance with this Notice of Acceptance, the manufacturer'sinstallationrecommendations, and the applicable sections of the Florida Building Code. Wood studs where HardiePanel, Cempanel, Prevail Panel Siding will be installed shall bedesignedbyanEngineerorArchitectpertheFloridaBuildingCodeandtherequirements of this Note 13 SW thick / 5 ply APA rated plywood sheathing shah be attached to the studs in accordance with Florida Budding Code Section 2322.3. Sheathing supportedThesidingpanelsshahbeInstalledover618. thick 15 ply APA rated plywoodbyaminimumof2'X4" S-P-F wood studs spaced a MM&nurn of 16' O.C. Note 2] The siding panel fastener shall be a 2' long, 0.223 head diameter. 0.M' shankdiameter, corrosion resistant siding nail: the fasteners shad be spaced at 6" O.C. ad panel edgesandintermediatestuds; the fasteners shall be driven through the SW thick J 5 ply APA tated plywood sheathing into wood studs located at 16' O.0Fastenersshallhaveaminimumedgedistanceof30 and a minimum clearance of 2" from comers. HARDIEPANEL, CEMPANEL„ PREVAIL PANEL INSTALLATION DETAILS WOOD SKID CONSTRUCTION fames Hardie Building Products, Inc. 1 DWI Elm Avenue Fontana. CA 92337 No WAG No Fax 909-427-0634 A PNL-PLKSOFF Creator. >= Gonzales srue 1!L' = t =o gate: anarzo a sr of 12 Cladding Fastener Spacino per Florida 16 OOin. Building Code Section 2322.3 L- I • Framing p vlsam •' Fastener Spa^ing per Florida Sheathing ee.i.g+.a+ee•ri+d. Building Code Section 2322.3 AsvgRe e Ais i I I• lfi RadnR Coa d i / i ii .. I II IARPRODLt(TSE C 1 Z 0 cc j J Miami rodQa Ceond I I=,C`' Fz o.. RA.NIING NOMINAL 2" X 4" S-P-F WOOD STUDS 16" O.C. FASTENED FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD AREWITH-3-VT 16d COMMON NAILS (2 PER TOP AND NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) BOTTOM CONNECTION) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE SHFJ1T IlNG NOMINAL 5/6" THICK / 5 PLY APA RATED PLYWOOD HARDIEPANEL, CEMPANEL, PREVAIL PANEL SHEATHING FASTENED IN ACCORDANCE WITH FLORIDA INSTALLATION DETAILS WOOD STUD CONSTRUCTION BUILDNG CODE SECTION 2322.3 CQtA-j:i q James Hardie Building Products, IncTHEPANELISFASTENEDWITH2• LONG, 0.223" HEAD il, 10901 Elm Avenue DIAMETER, 0.0929 SHANK DIAMETER, CORROSION Fontana, CA 92337PANELRESISTANTSIDINGNAILS, PLACE NAILS 6" O.C. AT EDGES AND INTERMEDIATE STUDS Phone: 909sn Fsca NO oWG R Fax9094A PNL-PLK.SOFF Creator E. Gonzales sc u: 1" =1-0• D9te:4j24t2013 syzr 2 OF 12 ALL LENGTH Stud Sparing at 16" O.C. Be- I_ , _I ajW i• i t 1 1 WALL I HEIGHT 3/8" Minimum AQA4A tbeflotids SEE DETAILA OGA 1o da J1 t 7- sacra off':; STATE O FIORtQ G S.ECTJ,onl&-6 Distance NaRs at 6" O.C. (typ.) Sheathing fastener, as described in Note 1. Panel fastener, as described in Note 2 HardiePanel® Siding VJater-resistive barrier per Florida Building Code Section 1404.2 5/8" thick / 5 ply APA rated plywood sheathing fastened to metal studs as described in Note 1. 20ga, 3-6J8" X 1-5/8" Metal C-sbtd The wall and soft frames are to be designed by the Architect or Engineer of Record in compliance with the Florida Building Code. SW thick 15 ply APA rated plywood sheathing fastened to metal studs as described in Not, t Watewesative barrier per Florida Building Code Section 1404.2 2099, 3S/rX ISM' Metal Cstud HardiePznel, Cempanel, Prevail Panel Siding P&QDUCT D_ESCR-e—n- PK HardlePanele, CempaneM, B Prevail® Panel Siding materials are nonasbestos fiber -cement products tested in accordance with ASTM C1186 Grade It, Type A and meeiing the requirements o the Florida Building Code. QANEL DLME All Width Length Thickness 4' 8,9.10' 5mv, 2E.S_LG-NMJ SS.!)L?A—R6-11.0G Installation Design Pressure Metal Studs -104 psi impact Resistant — Panel installed over SW thick / 5 ply APA rated plywood sheathing HAt,D-LEpASLWCFMEOEL F_,E-YALL-PAN SIDING INSJJ&WATION DETAILS AU installation shall be done in conformance with this Notice of Acceptance, the manufacturer's installation recommendations, and the applicable sections of the Florida Building Code. Metal studs where HardiePanel, Campanel, Prevail Panel Sicling'will be installed shall be designed by an t:ngineer or Architect pet -the Florida Building Code and the requirements of this. N.OA Note 11 5/8" thick / 5 ply APA rated plywood sheathing shall be attached to metal studs at 6"00 at panel edges and all intenned'tate supports using a Na8-18, 0.315" head diameter x 1-1W long bugle head screw The siding panels shall be installed over 5/8" thia c / 5 ply APA rated plywood sheathing supported by a minimum 209a, Nominal 3-51W X I-W' Metal Cads spaced a mandmum of 16"• O.C. Note 2] The siding panel fastener shall be a minimum No. 8-18, 0.316" head diameter X 1-50 long' ribbed bugle head screw ('or screw shall have at least 3 full threads penetrating metal framing); the fasteners shall be spaced at 6" O.C. at panel edges and intenfned'rate studs; the fasteners shall be driven through the 518" thick / 5 ply APA rated plywood sheathing into metal studs located at 16" O.C. Fasteners shall have a minimum edge distance of 318" and a minimum clearance of 2" from comers. HARDIEPANEL, CEMPANEL., PREVAIL PANEL INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 A I I PNL-PLKSOFF Creator. E. Gonzales I scmE - 1rr =1'-0' J Date.'41242D13 IsH_V 3 OF 12 T 6.00in. M O'q*m8 rr$L ft 311 pr c c a F_BAI.I.NLG. NOmI_ _ C. STUDS IWO FAASTENEDWITHSrSB FER HEAD SSCC,RREWS (2 PER OP AND BOTTOM CONNECTION) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE 9119A • M - i NOMINAL 5/8" THICK / 5 PLY APA RATED PLYWOOD SHEATHING TO METAL STUDS AT 6.00 AT PANEL EDGES AND ALL INTERMEDIATE SUPPORTS USING A NO.8-18, 0.315' HEAD DIAMETER X 1-114- LONG BUGLE HEAD -SCREW CLAp_DIN_G_ THE PANEL IS FASTENED WITH NO.8-18, 0.315' HEAD DIAMETER X 1.518' LONG CORROSION RESISTANT RIBBED BUGLE HEAD SCREWS (SCREW SHALL HAVE AT LEAST 3 FULL THREADS PENETRATING THE METAL FRAMING), PLACE SCREWS 6° O.C. AT PANEL EDGES AND I,4TERMEDIATE STUDS Cladding Framing II I' I Sheathing II I, I II I I I till 'OGA k- I I,; 0. 121 FO. STATE • -- D WOOD STUDS PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE NOT PART OFFORMETALNTHISAPPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) HARDIEPANEL, C£MPANEL, PREVAIL PANEL INSTALLATION DETAILS METAL STUD CONSTRUCTION lames Hardie Building Products. Inc. 10901 Elm Avenue Fontana, CA 92337 P, wne: wuu-4o ww '— PNL-PLK-SOFF 1 Fax 909-427-0634 A Creator. E. Gonzales SCALE 1• =1'-0' D,, 4124MO13 s"eEr 4 OF 12 T WALL HEIGHT I I r at LEW SEE DETAIL A i i.l is tsy i - i ML. \ Siding fastener, asI ju \ described in Note 2 wig F1111rids S HardiePlanK Cemplmr, Prevail i Lap Siding Cassel Water4esistive barrier per Florida Building Code Section 14042 5/8" thick / 5 ply APA rated plywood sheathing fastened in accordance with Florida Ruilding Code Section 2322.3 2" X 4" S-P-F Wood Studs The wall and soffit frames are to be designed by the Architect or Engineer of Record in compriancewith the Florida Building Code. 314" Minimum Edge Distance jjEUAj,t,_A Sheathing fastener. as described in Note 1 tsS10 N A at 16" O.C.(typ.) PRODUCTDESCRIPTION HardiePlank®, CemplanM, 8, Prevailm Plank Lap Siding materials are nonasbestos fiber -cementa" thick 15 ply APA products tested in accordance wishratedplywoodply 'inASTM C1186 Grade It, Type A andshedmeetingtherequirementsoftheaccordancevathFloridaBuildingCode. Florida BUIC >g Code Section 2322.3 PAN L Pj_MLL4L0_N-? Mier Width Length Thickness bawler per Florida Sg-1/r 12' 5/16" BuDdiing Code Section 14042 DESIGN PRESSULRJUP—AMP.. 2'X 4" $-P-F Installation Design Preisure Wood Studs Wood Studs -92 psf Lap Sift Impact Resistant — Planks installed over 5/8" thick / 5 ply 1-1/4'tall x 5r1s• APA rated plywood sheathing thidr starter strip H 4itDlP_LA,N,F_C,_CEN[P_LI NK, Q YA_.4LA SID_(NS.,NS AT(.QN AiLS All Installation shall be done in corrfonnance with this Notice of Acceptance, the manufacturersinstdltationrecommendations, and the applicable sections of the Florida Budding Code. Wood studs where Hard ePlank, Cemptank, Prevail Lap Siding will be installed shall be designed by anEngineerorArchitectpertheFloridaBuitdngCodeandtherequirementsofthisN.OANote1jS/8" thick ! 5 ply APA rated plywood sheathing shag be attached to the studs in accordance with Florida Budding Code Section 2322 S. Planks shall be applied hoftnWY Commencing from the bottom course of the wall with 1-1W wide laps at the top of the plank such that the exposure area of each plank is s 8-1/4" vertically. Note 21 The siding fastener shall be a 2-1IY long, o=, head diameter, 0.W shank diameter, corrosion, resistant siding nail; The siding is fastened s 8-1/4" O.C. vertically and 16" O.C. horizontally', fasteners are driven into wood studs through 5/8" thick 15 ply APA rated plywood sheathing, fastenersareplacedintheoverlappingareaapproximately3/4" from the bottom edge of the overlapping plank Vertical joints shall be placed over studs. The planks shall be installed over 51W thick 15 ply APA rated Plywood sheathing supported by a minimum of 2"X4" S-P-F wood studs spaced a ma)dmurn of 16" O.C. Fasteners shall have a minimum edge distance of 30. HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, me 10901 Elm Avenue Fontana, CA 92337 A I 4 PNL-PLK-SOFF Creator. I— Gonzales SCALE 1 W -11-0' 1 • Date: 4/2412013 I sHEEr 5 OF 12 Fastener Spacing per Florida Building Code Section 2322.3 -16 in. OC--+ Cladding 0.75n as aoeqifying.itbeek1arids swiftcoft Av=ommetwo! 'mil/.Ci I Fastener Spacing per Florida Building Code Section 23=3 Eea I Cz NOMINAL 2" X 4" S-P-F WOOD STUDS 1S" O.C. FASTENED WffH 3=1/2' 16d COMMON NAILS (2 PER TOP AND BOTTOM CONNECTION) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE SHEATHING NOMINAL SO' THICK / 5 PLY APA RATED PLYWOOD SHEATHINGFASTENED IN ACCORDANCE WITH FLORIDA BUILDING CODE SECTION 2322.3 c_LA.4RLKQ PLANKS.OVERLAP 1-1W THE D(POSURE IS s8.1/4" THE PLANKS ARE FACE NAILED WITH 2-1/2° LONG. 0223" HEAD DIAMETER, 0.097 SHANK DIAMETER, CORROSION. RESISTANT SIDING NA)LS,•PLACED 314" UP FROM THE BOTTOM EDGE OF THE PLANK AT EACH STUD LOCATION Framing Sheathing wak ! S Ira. I I NO. 121 . STATE OF 41 At ti r FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION ANDS VI rLOAD ARE NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) HARDIEPLANK, CEMPLAN)(, PREVAIL LAP SIDING INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Ina 10901 Elm Avenue Fontana, CA 92337 Fax 909-427-0634 j A PNL-PLK-SOFF Creator. E. Gonzales scu E 11=1'-0" I Dale: 4/242013 ISHEET 6 OF 12 I VALL LENG SEE PIZOQUnPE%CRIPTiO t Stud Spacing at 15' O,C_ DETAILA HardiePlankt9, Cemplank®, and SW truck / 5 pry APA Prevail® Plank Lap Siding materials r--- —i i 1 rarer plywood we nonasbestos fiber -cement 9 products tested in accordance with sheathASTM C1186 Grade II, Type A and meeting the requirements of thedeskatbedNote1 i l i Hocc dt b6DF& X+es ' •!• Florida Building Code. i y/ A1 j : I _ ' ? barrier per Florida PLI NrsD_IMENS ON$ 1E1GHT ; o jt i ` F - Binding Code Width Length Thickness I i Sedon 14042 5 9-1/2 12' 5/1611 I * i '( 20ga, 3-WX 1 i i i I i r 0°as1 DESIGN PRESSU$E RATING i•' (i Meal C-ssrd I F * Installation Design Pressure Pwik' SePtank Metal Studs -92 psf FCTI0 LapidfngPrevail impact Resistant- 4NA Planks jnstalled over 518" thick / 5 ply 3/4" Minimum Edge Distance Nails at 1G' O.C. (tYP•) '', B_B 1-1/4• taA X Sri s• APA rated plywood sheathing thick starterstripQAtI. A i- Sheathing fastener, as described in Note 1 PRttXlCF gli- mo ft r1& do Florida S• Siding fastener, as r Q desaibed in Note 2 by 1 a CAMWdiHardiePlank, Cemplank, Prevail Lap Siding Water{esistive barrier per Florida Building Code Section 14042 SW thick 15 ply APA rated plywood sheathing fastened to metal studs as described in Note 1 209a, 3-& W X 1-SW Metal Cetud The wall and soffit frames are to be designed by the Architect or Engineer of Record in compliance with the Florida Building Code. IiARDIEPlANr CEMQLANK PR 1/j41 LJ P $ID1NG_1rJS_TALL IZQ J_DETAIIS All installation shall be done in conformance with this Notice of Acceptance, the manufacxlrrers installation recommendations, and the applicable sections of the Florida Building Code. Metal studs where HardiePlank, Cemplank, Prevail Lap Siding will be installed shall be designed by an Engineer or Ardvteet per the Florida Building Code and the requirements of this N.OA ENote 1] SW thick / 5 ply APA rated plywood sheathing shall be attached to metal studs at 6'oc at panel edges and all intermediate supports using a No.8-18, 0.315" head drameterx 1-1/4' long bugle head screw Planks shall be applied horizontally commencing from the bottom course of the wall with 1-1W wide laps at the top of the plank such that the exposure area of each plank is:5 8-114" vertically. jNote 23 The siding fastener shall be a minirinum No. 8-18, 0.315" head diameter X 2.1W long' bugle head screw over metal studs (,or screw shall have at least 3 full threads penetrating metal framing); The siding is fastened s 8-1W O.C. vertically and 16" O.C. horizontally; fasteners are driven into metal studs through SW thick / 5 ply APA rated plywood sheathing, fasteners are placed in the overlapping area approximately 314" from the botom edge of the overlapping plank. Vertical joints shall be placed over studs. The planks shall be installed over SW thick / 5 ply APA rated plywood sheathing supported by a minimum 209a, Nominal 3-518" X 1-5a, Metal C etuds spaced a maximum of 16" O.C. Fasteners shall have a minimum edge distanoe of 3/8". HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Products, Inc, 10901 Elm Avenue Fontana, CA 92337 172 IS" 110 1 - ova No A PNL- PLK-SOFF Creator. E. Gonzales IscuE 1/2•=1'-0• i Date: 4242013 ISiMu 7 OF 12 E 0.75n SE 3AR -A NOMINAL zU luHUuc role n i-auc J l GG6. V l wwV O.C. FASTENED WITH SW LONG RIBBED BUGLE HEAD SCREWS (2 PER TOP AND BOTTOM CONNECTION) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE NOMINAL 5/&" THICK / 5 PLY APA RATED PLYWOOD SHEATHING TO METAL STUDS AT 8".00 AT -PANEL EDGES AND ALL INTERMEDIATE SUPPORTS USING A NO.8-18, 0.315' HEAD DIAMETER X 1-1W LONG BUGLE HEAD SCREW CLADDJL(G PLANKS OVERLAP 1-1W THE EXPOSURE IS 58-114" THE PLANKS ARE FASTENED WITH NO.8-18, 0.315" HEAD DIAMETER X 2-1/4' LONG CORROSION - RESISTANT RIBBED BUGLE HEAD SCREWS (SCREW SHALL HAVE AT LEAST 3 FULL THREADS PENETRATING THE METAL FRAMING), PLACED 3/4" UP FROM THE BOTTOM EDGE OF THE PLANK AT EACH STUD LOCATION FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Products,.I= 10901 Elm Avenue Fontana, CA 92337 PNL-PLK-SOFF Creator. E. Gonzales IsCxE 1" =1'-0' 1 Date 424/2013 ISHEEr a OF 12 WALL 1 2 r,t A WALL LENGTH Stud Spacing at 16' O.C. Dom_ 1 I 1 3/8" Minimum SEE DETAIL A 1 2" X 4" S-P-F wood Studs HardieSoft Cemsof6t 11" ; EGJJQIJ B. Nails at 4" O.C. (typ.)I pV REVLSM Distance a aw0 due t; b" D t sr t E&O_EZIZC]LDESCRtPTLON HardieSOMS & Cemsoffit® materials are nonasbestos fiber -cement products tested in accordance with ASTM C1186 Grade 11. Type A and meeting the requirements of the Florida Building Code. A-OFF(LDWIENSIONS Width Length Thickness 4' & 1/4" p SIGN t S_SQP -A17bL Installation Design Pressure Wood Studs -70 psf PRODucraEVIM lC wpm to F1 g euwa A« pm- oNot3-ni s,' By Nftwj * C' ft& j 1 No. 4 21 o•- STATE OF k RA1qs_oEG. lr_EM.s_o_EEaPANFL,(KSTA- - Jo.-RE-TAlts offiffastener, as aAll installation shall be done in conformance with this Notice of Acceptance, the manufacturer's escribed in Note 1 installation recommendations, and the appricable sections of ttte Florida BuRdng Code. a Wood studs where HardieSoM Cemsofft will be installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements of th's N.OA HardieSoffit, Cemsoffit * The soffit shall be installed over minimum Z%4" S-P-F wood studs spaced a maximum of 1B" O.C. Note 13 The soffit fastener shall be a Y long, 0.223" head diameter, 0.092" shank diameter, corrosion resistant siding nail; the fasteners shag be spaced at d" O.C. at panel edges and intermediate studs; the fasteners shall be driven irito wood studs located at 16° O.C. a Fasteners shall have a minimum edge distance of 3V and a minimum clearance of 2" from comers. Minimum 2" X 4" S-P-F Wood Studs The wag and soffit frames are to be designed by the Architect or Engineer of Record In compliance with the Florida Building Code, Creator E. Gonzales HARDIESOFFTT, CEIVISOFFIT PANEL INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Harde Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 PNL- PLK-SOFF 12' = 1-0" I Dare: 424r2013 ISKS-0 9 OF 12 1--fo 4.O(iT PBEbu& cA^sm PRODQrC[zr:ww s aapl)ig w" 60 Florida as complying wiih dw Fkoift ACCCOMIM r1a 1 -07 Dipm6oaDue. FRA ML NOMINAL 2" X I" S-P-F WOOD STUDS IV O.C. FASTENED WITH 3-1/2' 16d COMMON NAILS (2 PER TOP AND BOTTOM CONNECTION)- ' THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE - CL ApDNG THE SOFFIT IS FASTENED WITH 2' LONG, 0.223' HEAD DIAMETER, 0.092" SHANK DIAMETER, CORROSION RESISTANT SIDING NAILS, PLACE NAILS 4" O.C. AT PANEL EDGES AND INTERMEDIATE STUDS Cladding Framing, d0. 121 STATE OF = : EO R1 10NA1- 1 FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) HARDIESOFFIT, CEMSOFFIT PANEL INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Inc 10901 Elm Avenue Fontana, CA 92337. Fax 909-427-0634 A PNL-PLKSOFF 1 Crater. E Gonzales Scru.E Date: a242o1 s sHr 10 OF 12 ALL LENGTHH — Stud Spading at 16' O.C. I WALL iEIG1iT 3/8" Minimum D'Istance Nab at 6" O.C. (typ.) DE J..9 Soffit fastener, as described in Note 1 I t HardieSoffd, Cemsoffit 1` t ` 209a, 3-5/8" 1-W Metal C-stud LThe wall and soffit frames are to be designed by the Architect or Engineer of Record in compliance with the SEE DETAIL A 2092, 3-SW X 1-5/8" Metal C-sNd HardieSoffit, Cemsoffit Q=CT10N B-B rI%171r sir"'" PP-,O_D_U_CT QE.SCRIP'F_ N- NardieSoffig & Cemsoffit® materials am ronasbestos fiber -cement products tested in accordance with ASTM C1186 Grade 11, Type A and meeting the requirements of the Florida Building Code. SO_ EM PJMA—Sl1QW Width Length Thickness IV 8' Y. DE_ 5_IGN PRFSSI RE RATLI G. Installation Design Pressure Metal Studs T16121 1 tiAl ALMO-F—C-CEMSO_M-XP_AN.EL,I_NSIAL,L-'QNR>~?A.0-.S. AL EN 00't All instailaSon shall be done in conformance with this Notice of Acceptan€!i cE h{'Sn' ufactureesinstallation recommendations, and the applicable sections of the Florida Building Code. Metal shads where HardieSoffit, Cemsoffit will be installed shall be designed by an Engineer or Ar& jtect per the Florida Building Code and the requirements of this N.OA The soffit shall be installed over minimum 20ga, Nominal 3-5/8" X 1-50 Metal C-studs spaced a maximum of I O.C. IN* L^ 12 The soffit fastener shall be a minimum No. 8-18, 0.315" head diameter X 1-1/4' long' ribbed bugle head screw (*or screw shall have at least 3 full threads penetrating metal ' framing); the fasteners shall be spaced at 6" O.C. at panel edges and intermediate studs; the fasteners shall be driven into metal studs located at 16" O.C. Fasteners shall have a minimum edge distance of 3/8" and a minimum ckarance of 2" from comers- ODl7Cl' 0C%nC!LV% RPas c r*yi% valh the57aads Bwt&* Cuer r t a eC-ang' HARDIESOFFIT, CEMSOFFIT PANEL INSTALLATION DETAILS MEfALSTUD CONSTRUCTION James Hardie Building Products, Inm 10901 Om Avenue Fontana, CA 92337 004 go RN PNL- PLKSOFF I 1 Florida. Building Code. 0 Creator. E.-Gonzales. S LE 1r2" =1'-0" Date: 4r24=13 SHW1 11 OF 12 . Cladding Framing 6.001n. Is- rh6'rimfseirla+d //ii.... I i No. 2I it i cr AWA OF - w ssin FRAhA...NG, . NOMINAL 20 GAUGE 3-5/8" X 1-SC STEEL STUDS 96" O.C. FASTENED WITH &B, WAFER HEAD SCREWS (2 PER TOP FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE AND BOTTOM CONNECTION) - NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE CLADD G HARDIFSOFFIT, CEMSOFFIT PANEL THE SOFFIT IS FASTENED WITH NO. 8-18,0.315' HEAD INSTALLATION DETAILS METAL STUD CONSTRUCTION DIAMETERX 1-1/4' LONG CORROSION RESISTANTRIBBED (9BUGLEHEADSCREWS (SCREW SHALL HAVE AT LEAST 3 ,lames Hardie Building Products, Inc. FULL THREADS PENETRATING THE METAL FRAMING), PLACE 10901 Elm Avenue SCREWS W O.C. AT PANEL EDGES AND INTERMEDIATE c STUDS if Fontana, CA92337 Phone: 909356-6300 WE Fcrx No ova No R Fax 909.427-0634 A PNL-PLK-SOFF 1 Creator. E. Gonzales se" 1"=1,-v Date: a242013 SHEST 12 OF 12 It 4/2812017 Florida Building Code Online aC1S Home I Log In I User Registration I Hot Topics ! submit Sumharge I stats i Fac FII)fifl,l i` Product Approval usea: Public user Produtt Aooroval M¢nu > Product or Aoollc tlon Search > Application Litt > Application Detail y c.zj FL # FL12194-R3 Lr is$,•rl _ .t . :1 s+' Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer Aluminum Coils, Inc. Address/Phone/Email 5001 West Knox Street Tampa, FL 33634 813) 249-9743 grahman@aluminumcotlsinc.com Authorized Signature Gareth Rahman grahman@aluminumcolislnc.com Technical Representative Paul Frost Address/Phone/Email 5001 West Knox Street Tampa, FL 33634 813) 249-9742 PFrost@aluminumcolisinc.com Quality Assurance Representative Address/Phone/Email Category Panel Walls Subcategory Soffits Links I Search I Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Zachary R. Priest the Evaluation Report Florida License PE-74021 Quality Assurance Entity PRI Construction Materials Technologies, LLC Quality Assurance Contract Expiration Date 06/19/2020 Validated By Locke Bowden Validation Checklist - Hardcopy Received Certificate of Independence FL12194 R3 COI ALC15001 Evaluation Report 2014 FBC 04 T4 Soffits.odf Referenced Standard and Year (of Standard) Standard AAMA 1402 Equivalence of Product Standards Certified By Sections from the Code Year 1986 httpsltwww.floridabuilding.orgfpr/pr app dtl.aspx?param=wGEVXQwtOquk24AUC%2fEHMrNrkL4bysALEZSXMisX5GEO%2f1CXzYpyxAa/o3d%3d 1/2 4/28/2017 Florida Building Code Online Product Approval Method Method L Option D Date Submitted 08/27/2015 Date Validated 08/28/201S Date Pending FBC Approval 09/04/2015 Date Approved 10/16/201S Date Revised 04/OS/2017 1:. r•-_ - __... , FL # Model; Number or Name Description v 12194.1 Alumunum Coils Aluminum Soffit Aluminum soffit panels Limits of Use Installation Instructions Approved for use in HVHZ: No FL12194 R3 It ALCIS001 Evaluation Report 2014 FBC 04 T4 Soffits.adfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A Verified By: Zachary R. Priest PE-74021 Design Pressure: +80/-90 Created by Independent Third Party: Yes Other: See Evaluation Report for limits of use. Evaluation Reports FL12194 R3 AE ALCLSOOL Evaluation Report 2014 FBC 04 T4 Soffits.odf Created by Independent Third Party: Yes tom _W Contact Us:: 2601 Blair Stone Road. Tallahassee FL 32399 Phone: 850-487.1824 The State of Florida Is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement:: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released In response to a public -records request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 850.487.139S. -Pursuant to Section 455.27S(t), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 4SS, F.S. must provide the Department with an email address If they have one. The emalls provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department vdth an email address which can be made available to the public To determine If you are a licensee under Chapter 4SS, F.S., please dick here . Product Approval Accepts: G7 Fil RE Credit Card Sate httpsJlwww.floridabtrilding.orglpr/pr app dtl.aspx?param=wGEVXO.vtOquk24AUC%21EHMrNrkL4bysALEZSXMisXSGEO%2f1CXzYpyxA%3d%3d 2/2 CREEK TECHNICAL SERVICES, LLC Certificate of Authorization No. 29824 17S20 Edinburgh Or Tampa, FL 33647 813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODE 5" EDITION (2014) Manufacturer: ALUMINUM COILS, INC. Issued August 27, 2015 5001 West Knox Street Tampa, FL 33634 813)249-9743 www.aluminumcoilsinc.com Manufacturing: Tampa, FL Quality Assurance: PRI Construction Materials Technologies (QUA9110) SCOPE Category: Panel Walls Subcategory: Soffits Code Sections: 1404.5.1. 1710.9.4 Properties: Wind Resistance REFERENCES Entity Report No. Standard Year Certified Testing Laboratories (TST1577) CTLA 1847W AAMA 1402 1986 Certified Testing Laboratories (TST1577) CTI-A 2076W AAMA 1402 1986 PRI Construction Materials Technologies (TST5878) ACIX-003-02-01 AAMA 1402 1986 PRI Construction Materials Technologies (TST5878) ACIX-003-02-02 AAMA 1402 1986 LIMITATIONS 1. This report Is not for use in the HVHZ. 2. Design wind loads shall be determined in accordance with FBC Section 1710.9.4. 3. Soffits shall be labeled in accordance with FBC Section 1710.9.2 and 1710.9.3. 4. Installation of the evaluated products shall comply with this report, the FBC and the manufacturer's published application instructions. Where discrepancies exist between these sources, the more restrictive and F8C compliant installation detail shall prevail. 5. Installations shall meet the minimum ventilation requirements of FBC section 1203.2. 6. Field fastener withdrawal may be required by the AHJ for confirmation of existing substrates. All data shall be reviewed by a qualified design professional to ensure the fastener withdrawal meets or exceeds the minimum load resistance for the project requirements. 7. All products listed in this report shall be manufactured under a quality assurance program in compliance with Rule 611320-3. PRODUCT DESCRIPTIONS 3/8" F-Channel Preformed nominal 0.016-inch thick, 3105 H-14 aluminum F-channel. See Appendix D for dimension drawings. 3/8" J-Channel Preformed nominal 0.016-inch thick, 3105 H-14 aluminum J-channel. See Appendix 0 for dimension drawings. Fascia Preformed nominal 0.019-inch thick, 3105 H-14 aluminum fascia. See Appendix 0 for dimension drawings. ALCIS001 FL12194-R3 Page 1 of 3 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technicel Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC PRODUCT DESCRIPTION ALUMINUM COILS, INC Soffits 16" 04 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit P,anels provided in 16- inch sections. The reported net free ventilation areas are 22.3 in /lin.ft for the 'full vent' configuration and 11.1 in2/lin.ft and for the 'center vent' configuration. See Appendix D for dimension drawings. A EVU vrrr e• cmLfLlffJlr e' ernm vu' 12" T4 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit F,anels provided in 12- inch sections. The reported net free ventilation areas are 12.5 in /IMA for the 'full vent' configuration and 4.2 in2ft.ft for the 'center vent' configuration. See Appendix D for dimension drawings. ALC15001 FL12194-R3 Page 2 of 3 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services. LLC of any product changes or quality assurance changes throughout the duration for which this report Is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK. TECHNICAL SERVICES, LLC COMPLIANCE STATEMENT ALUMINUM COILS, INC Soffits The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code 5th Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. 411111rr1///1/ GPPY R. pR%, 2015.08.27 No 74021 07:05:00 O'.• .STATETATE OF 04'00' O R % 0 P •• N Zachary R. Priest, P.E. o& •' • • • • •' 0 %** Florida Registration No. 74021 I.. ;NA t, Organization No. ANE9641 CERTIFICATION OF INDEPENDENCE CREEK Technical Services, LLC does not have, nor will it acquire, a financial interest in any company manufacturing or distributing products under this evaluation. CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest In any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. APPENDICES 1) APPENDIX A — Approved Systems (7 pages) 2) APPENDIX B —Installation Drawings (12 pages) 3) APPENDIX C — Design Wind Loads(4 pages) 4) APPENDIX D — Dimension Drawings (4 pages) ALC15001 FL12194-R3 Page 3 of 3 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services. LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC APPROVED SYSTEMS ALUMINUM COILS, INC Soffits Appendix A The following notes shall be observed when using the assembly tables below. 1. Maximum Design Pressures (MDP) were calculated using a 1.5:1 margin of safety per FBC Section 1710.9.4. 2. Refer to LiMrrATIONs and sections of this evaluation when using the table(s) below. 3. Refer to INSTALLATION section of this report for installation detail when the information is not explicitly stated for the selected assembly. 4. The on -center (o.c.) spacing given is the maximum allowable attachment spacing for the rated system. 5. Unless otherwise specified. the Wood substrate shall be minimum No. 2 SPF (S.G. = 0.42) 2x lumber. Substrate attachment shall be designed by others in accordance with FBC requirements to meet the minimum design requirements for the project. 6. Unless otherwise specified, the Masonry substrate shall conform to ASTM C 90. Substrate attachment shall be designed by others in accordance with FBC requirements to meet the minimum design requirements for the project. 7. Typical fastening details are as follows: a. 12" T4 Soffit — 12-inch o.c. Fastener Fastener Location Location 1 1 b. 12" T4 Soffit— 4-inch o.c. Fastener Fastener Fastener Fastener Lot tion Location Location Location c. 16" 04 Soffit —16-inch o.c. Fastener Fastener Location Lor tion ALC15001 FL12194-R3 Page 1 of 7 This evaluation report is provided for State of Florida product approval under Rule 61 G203. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. HCREEKTECHNICALSERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A d. 16" Q4 Soffit — 8-inch o.c. Fastener Lnral tion Fastener Fastener Location l Approved System Numbers and Definitions 12F-# Approved Systems for 124nch Overhang with F-Channel 12J-# Approved Systems for 124nch Overhang with J-Channel 16F-# Approved Systems for 164nch Overhang with F-Channel 16J-# Approved Systems for 164nch Overhang with J-Channel 24F-# Approved Systems for 244nch Overhang with F-Channel Approved Systems for 244nch Overhang with J-Channel Approved Systems for 12-inch overhang with F-Channel Wall Connection Eave Connection System Panel MOP No. Width psf) Substrate F-Channel Attachment Substrate Panel Attachment Fascia Cap Attachment Mom' One (1) min. 3/8-inch head dia. nail. One (1) min. 318 x 3/84nch One (1) min. 1 3/4-inch long x 12F-1 164nch Wood in. 1.25-inch embedment spaced Wood crown staple spaced 164nch 0.072-Inch dia. x min. 3/16- 240.0 24-inch o.cnch O.C.°cspaced head dia. trim nail 36-Inch o.c. Max. Three (3) min. 3/4-inch x 1/4-inch One (1) min 3/4-inch x 1/4-inch One (1) min. 1 3/44nch long x 12F-2 16-inch Wood crown staples in diamond pattern Wood crown staple spaced 84nch o.c. 0.0724nch dia. x min. 1/4-inch 48 spaced 244nch o.c. and securing each panel lap head die. trip nail spaced 48- 64.2 inch o.c. 12F-3 Max. Masonry One (1) 14 ga. long T nail wood One (1) min 3/4-inch x 1/44nch One (1) min. 1 3/44nch long x 0.0724nch dia. x min. 1/44nch 48 16-inch 8-inchspacedB-inch o.c. crown staple spaced head dia. trip nail spaced 48- 64.2 panelandsecuringeachpanel lapp inch o.c. ALC15001 FL12194-R3 Page 2 of 7 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 12-inch overhang with J-Channel Wall Connection Eave Connection MDP System Panel Psi) No. Width Substrate F-Channel Panel Attachment Substrate Panel Attachment Fascia Cap AttachmentAttachment Three (3) min. 3/4- Inch x 1/4-inch crown One (1) min. #8 x 1/2-inch One (1) min x One (1) min. 1 3144nch long x 0.072-inch dia. x min. 1/4-inch 48 12J-1 Max' 164nch Wood staples in diamond long x 3!8 inch head diameter screw spaced 16-inch o.c. Wood n staple1/4-inch crown sta le spaced 84nch o.c.. p head dia. trip nail spaced 48- 4i4.2 pattern spaced 24- connecting soffit to J-channel Inch o.c inch o.c. Approved Systems for 16-inch overhang with F-Channel Wall Connection Eave Connection MDP System Panel Psi) No. Width Substrate F-Channel Substrate Panel Attachment Fascia Cap AttachmentAttachment One (1) min. 1.75-inch x One (1)18 ga. 1/4 inch crown x 0.072-inch diameter Max One (1)14 ga.-5/8-inch long T nail Wood 1-inch leg staples spaced max finishing nail with min. 3/16- 2:53.3 16F-1 12-inch Mason spaced max. 8-inch o.c. 4-inch o.c. and securing each inch head spaced panel lap 12-Inch O.C. One (1) min. 1.75-inch x Max Three (3)18 ga.1/4-inch crown x 1- One (1)18 ga. 1/4 inch crown x 1-Inch leg staples spaced max hinch diameter ng nag with min. 3/16- finishing253.3 16F- 2 12 inch Wood inch leg staples in diamond pattern Wood 4-Inch o.c. and securing each inch head spaced spaced164noho.c. panel lap 12-Inch o.c. One ( 1) 3/84nchhead dia. nail, min. One (1) min 3/8-inch x 318-inch One (1) min. 1 3/4-inch long x 0.072 inch dia. x min. 16F- 3 Max Wood 1.254nch embedment spaced 24- Wood crown staple spaced 16-inch 3116-inch head dia. trim nail 26. 6 164nch inch o.c. O.C. spaced 36-inch O.C. One ( 1) min. 1 3/44nch long Max. Three ( 3) min. 3/4-inch x 1/4-inch One (1) min 3/4-inch x 1/4-inch x 0.0724nch dia. x min. 1/4- 27 16F- 4 164nch Wood crown staples in diamond pattern Wood crown staple spaced 84nch o.c. inch head dia. trip nail 36.1 spaced 244nch o.c. spaced 484nch o.c. ALC15001 FL12194-R3 Page 3 of 7 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 16-inch overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment One (1)18 ga. 1/4-inch crown x One (1) min. 1.754nch x 16F-5 Max. Masonry One (1)14 ga. 5/84nch long T nail Wood 1-inch leg staples spaced 4- 0.072-inch diameter finishing nail with min. 3/16- t43.3164nchspaced84ncho.c. inch o.c. and securing each inch head spaced panel tap 16-inch o.c. Three (3) 18 gaA144nch crown x 1- One (1) 18 ga1/4 inch crown x One (1) min. 1.75-inch x 0. 072-inch diameter 16F- 6 16- inch wood inch lag staples in diamond pattern Wed 1-inch leg staples spaced 4- inch o.c, and securing each finishing nail with min. 3116- t43.3 spaced 164nch o.c. panel lap inch head spaced 16- inch o.c. Approved Systems.for 164nch overhang with J-Channel Wall Connection Eave Connection System Panel MDP No. Width psi Substrate J-Channel Substrate Panel Attachment Fascia Cap Attachment- Attachment Three ( 3) min. 3/44nch x 1/44nch One (1) min. 1 3144nch 16J- 1 Max. Wood crown staples in diamond pattern Wood One (1) min 3/4-inch x 1/4-Inch long x 0.072-inch dia. x 23.5 16 inch spaced 24-inch o.c. crown staple spaced 8-inch o.c. min. 1/4-inch head dia. trip 31.4 nail spaced 48-inch o.c. ALC15001 FL12194-R3 Page 4 of 7 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. M- CREEKMMI TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 244nch overhang with F-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Attachment Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment One (1)18 ga.1/4-inch Nominal 1x2 crown x 1-inch leg Three (3) 18 ga.1/4- No.2 SYP anchored to staples spaced cu12-inch o.c. securing One (1)18 ga1l4- One ( 1) min. 1.75-inch x 24F- 1 Max wood inch crown x 1-inch leg staples rafter with one each panel lap Wood inch crown x 1-inch 0. 0724nch diameter finishing nail with min. BO!-90 12- inch diamond pattern 1) min. 2.25- One ( 1) min. 1.75-inch leg staples spaced 8- 3/16-inch head spaced spaced 164nch o.a inch x 7d ring ail hanknailsilx0. 0724nch diameter inch o. c. 12-inch o.c. n 24- I3/16-inch finishing nailwith min. head spaced 4-inch o.c. One (1) 18 ga.1/4-inch crown x 1-inch leg Nominal•lx2 staples spaced One (1) min. 1.5- No.2 SYP 12-inch o.c. securing One (1)18 ga. 1/4- One (1) min. 1.75-inch x Max inch x 11 ga. anchored to each panel lap inch crown x 1-inch 0.0724nch diameter 801 24F- 2 124nch Wood smooth shank rafter with one Wood leg staples spaced 8- finishing nail with min. 76.6 roofing nail spaced 1) 7d x 2.25. One (1) min. 1.75-inch inch o.c.12-inch 31164nch head spaced 16-inch o.c. inch ring shank x 0.0724nch diameter o.c. nail 24- inch o.c. finishing nail with min. 3/164nch head spaced 44nch o. c. One (1) 18 ga.1/4-inch crown x 14nch leg Nominal 1x2 staples spaced No.2 SYP 12-inch o.c. securing One (1)18 ga. 1/4- One (1) min. 1.75-inch x Max One ( 1) 14 ga. 5/8- anchored to each panel lap inch crown x 1-inch 0.072- inch diameter 801 24F- 3 12-inch Masonry inch long T nail rafter with one Wood leg staples spaced 8 finishing nail with min. 76.6 spaced 8- inch o.c. 1) 7d x 2.25- One (1) min. 1.75-inch inch D. C.3/16- rnch head spaced inch ring shank x 0.072-inch diameter 12-inch o.c. nab 24- inch o.c. finishing nail with min. 31164nch head spaced flinch o. c. ALC15001 FL12194- R3 Page 5 of 7 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this repon is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. GREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 24-inch overhang with F-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment One (1)18 ga.1/4-Inch Nominal 1x2 crown x 1-inch leg No.2 SYP staples spaced Three (3) 18 ga.1/4- anchored to 1a 124ncho.c. securing One (1)18 ga. 1/4- One (1) min. 1.75-inch x Max inch crown x 14nch rafter with one each panel lap inch crown x 1-inch 0.072-inch diameter 24F4 164nch Wood leg staples in 1) min. 2.25- Wood leg staples spaced 8- finishing nail with min. 801.60 diamond pattern inch x 7d ring One ( 1) min. 1.754nch inch o.c. and searing 3/164nch head spaced spaced 164nch o.c shank nail x 0.072-inch diameter each panel lap 16-inch o.c. 24- inch o.c finishing nail with min. 3/ 164nch head spaced 44nch o.c. One ( 1)18 ga.1/44nch crown x 14nch leg Nominal 1x2 staples spaced One ( 1) min. 1.5- No.2 SYP 124nch o.c. searing One (1)18 ga. 1/4- One (1) min..1.754nch x Max inch x 11 ga. anchored to each panel lap inch crown x 1-inch 0.072-inch diameter 24F- 5 164nch Wood Wood smooth shank rafter with one Wood leg staples spaced 8- finishing nail with min. 801-60 nail spaced 1) 7d x 2.25- One (1) min. 1.75-4nch inch o.c. and searing 3/16-inch head spaced 16- inch o.c. inch ring shank x 0.072-inch diameter each panel lap 16-inch o.c. nail 24-inch o.c. finishing nail with min. 3/ 16-Inch head spaced 4- inch o.c. One ( 1)18 ga.1/4-inch crown x 1-inch leg Nominal 1x2 staples spaced No. 2 SYP 124nch o.c. searing One (1)18 ga. 1/4- One (1) min. 1.75-inch x One ( 1)14 ga. 5/8- anchored to each panel lap inch crown x 1-inch 0.072-inch diameter 24F- 6 166-inchMasonry inch long T nail rafter with one Wood leg staples spaced 8- finishing nail with min. 801.60 spaced 8-inch o.c. 1) 7d x 2.25- One (1) min. 1.75-inch Inch o.c. and searing 3116-inch head spaced inch ring shank x 0.072-inch diameter each panel lap 16-Inch o.c. nail 24-Inch o.c. finishing nail with min. 3/ 16-inch head spaced 44nch o.c. ALClSO01 FL12194-R3 Page 6 of 7 This evaluation report is provided for State of Florida product approval under Rule 61 G20.3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for24-inch overhang with J-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width psq Batten J-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment Nominal 1x2 No.2 SYP scabbed between rafters with one (1) One (1) 18 ga.1144nch Nominal 1x2 min. 2.25-inch x 7d ring shank nail crown x finch leg No.2 SYP anchored to Three (3) 18 ga.1/4 inch Crown seal nt{,aUed through99 the rafter into the end staples spaces 12 inch securing One (1) 18 ga. '/.- One (1) min. 1.75-inch 24J-1 Max rafter with one x 1-inch leg of the batten or two (2) each panel lappa Wood inch crown x 1-inch x 0.072-inch diameter finishing nail with min. 260 12-inch 1) min. 2.25- staples in diamond min. 2.25 Inch x 7d One (1) min. t.7Sinch leg staples spaced 3/16-Inch headspaced inch x 7d ringpattern spaced 16- Paring shank nails toe on either side of x 0.0724nch diameter 8-inch o.c. 12- inch O.C. Shank nail inch O.0 nailed the batten at each finishing nail with min. 244nch. o.c. batteNrafter 3116Inch head spaced intersection. Max. 4-: o.c rafter spacing Is 244r, ch o.c. Nominal 1x2 No.2 SYP scabbed between rafters with one (1) min. 2.25-inch x 7d One (1)18 go.1144nch Nominal1x2ring shank nail crown x finch leg No. 2 SYP anchored to Three ( 3)18 ga. 1/4-inch crown sUs' ht-hated through r9124nchtherafterIntotheendstaples spaced o. c. securing gOne ( 1) 18 ga. inchcrownx1-inch One (1) min. 1.754nch 24J- 2 Max rafter with one x 14nch leg of the batten or two (2) each panel la pp Wood leg staples spaced x 0.0.724nch diameter finishing nail with min. t53.3 164nch 1) min. 2.25- staples in diamond min. 2.25-inch x 7d One (1) min. 1.754nch 84nch o.c. and 3/ 16-inch heads aced pinchx7dringpatternspaced16. ring shank nails to nailed on either side of x 0.012 inch diameter securing each panel gp164nch o.c. shank nail inch O.C. the batten at each finishing naU with min, lap 24- inch o.c. batteNrafter y164nch head spaced Intersection. Max. 44nch o.c. raper spacing Is 244nch o.c. ALC15001 FL12194-R3 Page 7 of 7 This evaluation report is provided for State of Florida product approval under Rule 611320.3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREED TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B INSTALLATION Note - Refer to the APPRoyED SYSTEMS section of this report for additional installation details of a selected system and maximum design pressures limitations. No. I Installation Detail Min. 218' hand dla. nail with min. !U' dn§agement(`or wool substrata) or min. 0.091' die. 7-nall er atub nii2 with min. 5!8' engagemenWor ca:crate oa• t1.`k cubstra:n). apaca: as netud sbove. ASCIA SLIP BOARD FASCIA TRIM 12F-1 & I I I II ..FI SOFFIT OVERHANG WIDTH VARIES) 12F-3 Wxa, concretes or el _+ck u, FASCIA LIP 1/4" STAPLE SOFFIT TO ASCIA BOARD #T50 8" X 3/8" STAPLE 16" O.C. L—PAINTED S.S. 1 3/4" TRIM NAIL MIN. 5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL ALC15001 FL12194-R3 Page 1 of 12 This evaluation report is provided for State of Florida product approval under Rule 614320-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail na `, SOFFIT STAPLE OPEN RAFTER 3/4" x 1/4" L—y DIAMOND PATTERN t1r DETAILCROWN, Erv[D rUSINGADIAMOND PATTERN FACIA BOARD FASCIA CAP 12F-2 3/4" X 1/4' CROWN FACIA BOARD 1-3/4" TRIM NAIL 8" r'—F" STAPLE ON CENTER 1-3/4- TRIM NAIL PAINTED S.S. CHANNEL CAN BE PAINTED S.S. 48" FASCIA CAPINSTALLEDWITHTHEO.C. NAILING FLANGE UP OR 3/4- X 1/4- DOWN CROWN STAPLE SOFFIT-rw x• 12-inch span WOOD soFnr SOFFIT & FASCIAIFSUBSTRATEDETAIL ALC15001 FL12194-R3 Page 2 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. 12J-1 CREEK TECHNICAL SERVICES. LLC No. I Installation Detail OPEN RAFTER 3/4' X 1/4- CROWN STAPLE -24- ON CENTER USINC A DIAMOND PATTERN J—CHANNEL 1 _ /4' TRIM NAIL acra.ed co 9o:fit PAINTED S.S. 48' ich one(l) 11 x 1/2' x 318' bead O.C. diameter screw, 16" O.C. WOOD OR BLOCK SUBSTRATE SOFFR—max. 12-inch span ALUMINUM COILS, INC Soffits Appendix B If 3M r. ; SOFFIT STAPLE DIAMOND PATTERN DETAIL FACIA BOARD srnra[s FASCIA CAP 3/4- X 1/4- CROWNAS.S. FACIA BOARD STAPLE '8' ON CENTER 1 P CAP FASCIAX1/4- N STAPLE SOFFIT SOFFIT & FASCIA DETAIL ALC15001 FL12194-R3 Page 3 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. dv' w R E E K ALUMINUM COILS, INC Soffits TECHNICAL SERVICES, LLC Appendix B System No. Installation Detail 7,—FASCIAIi" TRIM NAIL BOARD PALWEO SS. FASCIA CAP SofFn 1'Af' CROMH STAPLEI OPEN RAFTER FASCIA BOARD ur ct+u 16F-1 SOFFIT & FASCIA 16F-5 DETAIL FASCIA CAP: REFER TO SOFFIT t FASCIA DETAIL F- CHANNEL SOFFIT: MAX. M' SPAY MASONRY SUBSTRATE ALCIS001 FL12194-R3 Page 4 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. MCREEKTECHNICALSERVICES, LLC 16F-3 No. I Installation Detail Wl,n. 1/81 head dia. nail with min. 1!11 snjareinont(for wwa sut*tratai cr min. 0.0471 dia. T-nail or stun, nail vitb min. c/3" sngagament(.or concrste or :.lock substrate), spaced as noted above. ASCIA SLIP BOARD FASCIA TRIM SOFFIT (OVERHANG WIDTH VARIES) F" CHANNEL wood, con --vote or Block Wnl1 FASCIA LIP 1 /4" STAPLE SOFFIT TO FASCIA BOARD #T50 3/8" X 3/8" STAPLE 16" O.C. LPAINTED S.S. 1 3/4" TRIM NAIL MIN. 5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL ALUMINUM COILS, INC Soffits Appendix B ALC15001 FL12194-R3 Page 5 of 12 This, evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail. SOFFIT STAPLE OPEN RATTER DIAMOND PATTERN 3/4' X 1/4• i I DETAIL CROWN STAPLES I ver K VMHI USING A DWNONO PATTERN I FACIA BOARD 16F-4 CAP 3/4' X 1/4' CROWN 8. ON CENTER 1_34S.S. 1-3INTED1-3/4• FACIA BOARD STAPLE TRIM NAIL' F'CHANNEL CAN BE PAINTED S.S. 48• FASCIA CAP INSTALLED WITH THE FLANGE UP OR3/4" O.C. NAILING X 1/4" D01VNCROWN STAPLE SOFFIT-"w- 15-.nch span SOF SUBSTRATE SOFFIT FASCIA DETAIL ALClS001 FL12194-R3 Page 6 of 12 This evaluation report is provided for State of Florida product approval under Rule 611320-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes orqualityassurancechangesthroughoutthedurationforwhichthisreportisvalid. This evaluation report does not express nor.imply warranty, installation, recommended use. or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail NJ It TRIM NMLFASCIA BOARD PAINTED SS. fASCu CAP I SOffli 1'q'' CROWN STAPLE OPEN RAPIER FASCIA BOARD 1'a>!' CRDMN STAPLES SOFFIT 8 FASCIA USA DIAMD FD DETAIL 16F- 2 & PATTERN, REFER TO SOFFIT STAPLE 16F- 6 DIAMOND PATTERN OETAR S CAP; REFER TO i0SOFFIT t FASCIA OCTAL 8- F• CHANNEL 3/ 8 SOFFIT; MAX. 1L' SPAN M SUBSTRATEATE SOFFIT STAPLE DIAMOND PATTERN ALC15001 FL12194-113 Page 7 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. ACREEKTECHNICALSERVICES. LLC System No. I Installation Detail 16J-1 3/4 X 1/4' CROWN STAPLE '24- ON CENTER USING A DIAMOND PATTERN WOOD OR BLOCK SUBSTRATE OPEN RAFTER 1-3/4' TRIM' NAIL) PAINTED S.S. 48' O.C. SOFFIT -max. IF —inch span ALUMINUM COILS, INC Soffits Appendix B SOFFIT STAPLE r DIAMOND PATTERN 1 DETAIL FACIA BOARD 1` > A' T/ STMILi i FASCIA CAP 3/4- X 1/4- CROWN FACIA BOARD STAPLE '8' ON CENTER 1-3/4- TRIM NAIL PAINTED S.S. FASCIA CAP 3/4' X 1/4' CROWN STAPLE SOFFIT SOFFIT & FASCIA DETAIL ALClSO01 FL12194-R3 Page 8 of 12 This evaluation report is provided for Slate of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are riot specifically addressed herein. CREEK TECHNICAL SERVICES. LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail I i' TRIM NAZI FASCIA BOARD PANTED S.S. i ROMN FASCIA CAP STAPLES Soffit — USING A DIAMOND PATTERN. REFER t0 rq+' LROwIt STAPLE So., STAPLE OU P11% PATTERN DEfA.'L — i t- TRIM NAIL FASCIA BOARD PANTED S.S. SOFFIT L FASCIA 24F-1 8 DETAIL 24F4 ra' (aowN STAPLE -- FASCIA Gh, REFER TO SOFFIT t FASCIA 0 EfA4 Nte rrar I L 3re j BattenAntAnt.-Wed to SOFFIT; MAR tt' II f•[NANN[l Raffterss rdit onee TO RBq Shan Nai at every Ratter MOOD SUBSTRATE i \ I \ / SOFFIT STAPLE DIAMOND PATTERN ALC15001 FL12194-R3 Page 9 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK 0 TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail I I' TRIM OAK FASCIA BOARD PAINTED S.S. IT SMOOTH SM All I_ 1 FASCIA CAP ROOF RALS SOFFIT VVV rat' CROWN STAPLE I I I' TRIM HAL FASCIA BOARD PAINTED S.S. SOFFIT 8, FASCIA 24F-2 & DETAIL 24F-5 i r-r Ca" sIAPLE FASCIA CAP. RCFER 10 SOFFIf f FASCIA OETAL Noainal I'xY SIP Batleo AnAwred to SOFFIT; MAX. 24' F-CHAHyEI Ral4rs -itO aft M I Ring Shank Had at awry Rafter WOOD SUBSTRATE ALC15001 FL12194-R3 Page 10 of 12 This evaluation report is provided for Slate of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attnbutes that are not specifically addressed herein. M CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail if, IRIM NAIL I FASCIA BOARD PAWTEO S.S. I"A I I -NAILS I I .,,— FASCIA CAP SOFFIT 1'4' CROWN STAPLE 1 t I- T14-1 NAIL PA017ED S.S. FASCIA BOARD SOFFIT & FASCIA 24F-3 & t DETAIL 24F-6 i 1'Q- CROWN STAPLE FASCIA CAP; REFER 10 SOFFIT t FASCtA DETAIL Nc " rxr SYP Batten Amhel to SOFFIT, MAX. 2V F-CNANNEL Rafters Qb ore Id i Ring Shank IUl at ievery Ratter MASONRY ALC15001 FL12194-R3 Page 11 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. HCREEKTECHNICALSERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 I i• TRIM NAIL ' FASCIA BOARD PAINTED S.S. 1•:• CROWN FASCIA CAP STAPLES SOFFIT USMG A DIAMOND PATTERNR REFER TO rq- CROWN STAPLE Win STAPLE AEEV[ REO DIAMOND PATTERN RAFTER DETAL FASCIA BOARD T TRIn NAl SOFFIT b FASCIA PAat[ D s.s. DETAIL 24J- 1 & rq- CROW STAPLE 24J- 2 FASCIA W: REFEA \ TO SOFFIT t FASCIA DETAIL/ \ Mom,,, t a1 SYP emvn {- reaaeed nohween revery uo SOFFIT: MAX, It,' I I I 310 1-( NANKEE feevnv' tarn aft 11) 70 fNp I ' N=k RaF 3riman111ateo Uwougn ttie rota Into trio ene MOOD SUBSTRATE of the Wan or two r2) 70 \ / V spank nab to natec on e. w Noe of the m meN IM ot oeMefWNueraecUon / t SOFFIT STAPLE DIAMOND PATTERN ALCIS001 FL12194-R3 Page 12 of 12 This evaluation report is provided for State of Florida product approval under Rule 611320-3. The manufacturer shall notify CREEK Technical Servlces, LLC of any product changes or quality assurance changes throughout the duration for whin) tNs report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. F ` CREEK TECHNICAL SERVICES. LLC DESIGN WIND LOADS ALUMINUM COILS, INC Soffits Appendix C The following tables provide design wind loads for components and cladding in accordance with Section 1609.1 of the FBC and ASCE 7-10 under the following provisions: 1. Wind speeds for risk category I, II, III, and IV buildings shall be as defined in Section 1609 of the FBC. 2. Exposure B, C. and D shall be as defined In section 1609 of the FBC. 3. Design wind loads are provided only for walls/soffits with a mean roof height less than or equal to 60-ft. 4. All calculations are based on an effective wind area of 10-ft2 or less. 5. Topographic factors such as escarpments or hills have been excluded from the analysis. 6. Wind directionality factor, Ka = 0.85 7. V,,,t is shown in the tables below. Design pressures are multiplied by 0.6 in accordance with Section 1610.9.4 of the FBC. B. Projects with mean roof heights greater than 60-ft shall be evaluated by a licensed design professional. 9. Zones 4 and 5 shall be defined as shown below. Dimension 'a" shall be 10% of the least horizontal dimension or (0.4 x Mean Roof Height), whichever is smaller, but not less than either 4% of the least horizontal dimension or 3-ft. ALCIS001 FL12194-R3 Page 1 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES. LLC ALUMINUM COILS, INC Soffits Appendix C Design Wind Pressures for Soffits in Exposure B BuildingMean- Type :. Zone Roof Height ft Basic Wind S eed. Mph) 1.20• I3b'. 140 I50 160 170 I80 100 200 Enclosed 4 20 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 25 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 30 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 40 18.3 21.5 24.9 28.6 32.5 36.7 41.2 45.9 50.8 50 19.5 22.9 26.5 30.5 34.7 39.1 43.9 48.9 54.1 60 20.5 24.0 27.8 32.0 36.4 41.1 46.0 51.3 56.8 Negative Loads) 5 20 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 25 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 30 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 40 22.6 26.5 30.7 35.3 40.1 45.3 50.8 56.6 62.7 50 24.1 28.2 32.8 37.6 42.8 48.3 54.1 60.3 66.8 60 25.3 29.6 34.4 39.5 44.9 50.7 56.8 63.3 70.1 Enclosed 4 20 10.8 12.7 14.7 1 16.9 19.2 21.7 24.3 27.1 30.0 25 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 30 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 40 11.7 13.8 16.0 18.3 20.8 23.5 26.4 29.4 32.5 50 12.5 14.7 17.0 19.5 22.2 25.1 28.1 31.3 34.7 60 13.1 15.4 17.8 20.5 23.3 26.3 29.5 32.9 36.4 Positive Loads) 5 20 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 25 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 30 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 40 11.7 13.8 16.0 18.3 20.8 23.5 26.4 29.4 32.5 50 12.5 14.7 1 17.0 1 19.5 22.2 25.1 1 28.1 31.3 34.7 60 13.1 15.4 17.8 1 20.5 1 23.3 26.3 29.5 32.9 f 36.4 ALC15001 FL12194-R3 2014 This evaluation report is provided for State of Florida product approval under Rule 61 G20.3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C Design Wind'Pressures for Soffits in Exposure C Building Type Zone. Mean Roof Height ft Basic Wind Speed In h . 120. 130 140 150 160 170 180 190 200 Enclosed 4 20 21.7 25.4 29.5 33.8 38.5 43.5 48.7 54.3 60.2 25 22.6 26.6 30.8 35.4 40.2 45.4 50.9 56.7 62.8 30 23.6 27.7 32.1 36.9 41.9 47.3 53.1 59.1 65.5 40 25.0 29.4 34.1 39.1 44.5 50.2 56.3 62.7 69.5 50 26.2 30.8 35.7 41.0 46.6 52.6 59.0 65.8 72.9 60 27.2 31.9 37.0 42.5 48.3 54.6 61.2 68.2 75.5 Negative Loads) 5 20 26.7 31.4 36.4 41.8 47.5 53.7 60.2 67.0 74.3 25 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.6 30 29.1 34.2 39.6 45.5 51.8 58.4 65.5 43.0 80.9 40 30.9 36.3 42.1 48.3 54.9 62.0 69.5 77.5 85.8 50 32.4 38.0 44.1 50.6 57.6 65.0 72.9 81.2 89.9 60 33.6 39.4 45.7 52.5 59.7 67.4 75.5 84.2 93.2 Enclosed 4 20 13.9 16.3 18.9 21.7 24.7 27.9 31.2 34.8 38.5 25 14.5 17.0 19.7 22.6 25.8 29.1 32.6 36.3 40.3 30 15.1 1 17.7 20.6 23.6 26.9 30.3 34.0 37.9 42.0 40 16.0 18.8 21.8 25.1 28.5 32.2 36.1 40.2 44.5 50 16.8 19.7 22.9 26.3 29.9 33.7 37.8 42.1 46.7 60 17.4 20.5 23.7 27.2 31.0 35.0 39.2 43.7 48.4 Positive Loads) 5 20 13.9 16.3 18.9 21.7 24.7 27.9 31.2 34.8 38.5 25 14.5 17.0 19.7 22.6 25.8 29.1 32.6 36.3 40.3 30 15.1 1 17.7 20.6 23.6 26.9 30.3 34.0 37.9 42.0 40 16.0 18.8 21.8 25.1 28.5 32.2 36.1 40.2 44.5 50 16.8 19.71 1 22.9 26.3 29.9 1 33.7 1 37.8 1 42.1 1 46.7 60 17.4 20.5 1 23.7 27.2 1 31.0 1 35.0 1 39.2 1 43.7 1 48.4 ALC15001 FL12194-R3 Page 3 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEKkM TECHNICAL SERVICES, LLC ALUMINUM COILS, INC soffits Appendix C Desi n'Wind Pressures for Soffits in Exposure D Building Type Zone' Mean Roof Hei Fit n Basic Wind Speed m h 120 130 140 , 150 160 170 180 190 200 Enclosed 4 20 26.0 30.5 35.4 40.6 46.2 52.2 58.5 65.2 72.2 25 27.0 31.6 36.7 42.1 47.9 54.1 60.6 67.6 74.9 30 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.5 40 29.4 34.5 40.0 45.9 52.2 58.9 66.1 73.6 81.6 50 30.6 35.9 41.6 47.8 54.3 61.3 68.8 76.6 84.9 60 31.5 37.0 42.9 49.3 56.1 63.3 70.9 79.0 87.6 Negative Loads) 5 20 32.1 37.7 43.7 50.1 57.0 64.4 72.2 80.4 89.1 25 33.3 39.1 45.3 52.0 59.2 66.8 74.9 83.4 92.4 30 34.5 40.4 46.9 53.8 61.3 69.2 77.5 86.4 95.7 40 36.2 42.5 49.3 56.6 64.4 72.7 1 -81.5 90.9 100.7 50 37.7 1 44.3 51.4 58.9 67.1 75.7 84.9 94.6 104.8 60 38.9 45.7 53.0 60.8 69.2 78.1 87.6 97.6 108.1 Enclosed 4 20 16.7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.3 25 17.3 20.3 23.5 27.0 30.7 34.7 38.9 43.3 48.0 30 17.9 21.0 24.3 27.9 31.8 35.9 40.2 44.8 49.7 40 18.8 22.1 25.6 29.4 33.4 37.8 42.3 47.2 52.2 50 19.6 23.0 26.7 30.6 34.8 39.3 44.1 49.1 54.4 60 20.2 23.7 27.5 31.6 35.9 40.5 45.4 50.6 56.1 Positive Loads) 5 20 16.7 19.5 22.7 26.0 29.6 33.4 1 37.5 41.7 46.3 25 17.3 20.3 23.5 27.0 30.7 34.7 38.9 43.3 48.0 30 17.9 21.0 24.3 27.9 31.8 35.9 40.2 44.8 49.7 40 18.8 22.1 25.6 29.4 33.4 37.8 42.3 47.2 52.2 50 19.6 23.0 26.7 30.6 34.8 39.3 44.1 49.1 54.4 60 20.2 23.7 1 27.5 1 31.6 1 35.9 40.5 45.4 50.6 56.1 ALC15001 FL12194-R3 Page 4 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services. LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use. or other product attributes that are not specifically addressed herein. CREED IM TECHNICAL SERVICES, LLC 318" F-Channel 3/8" 3/8" J-Channel ISOMETRIC VIEW V11' PROFLE ISOMETRIC VIEW 3/r PROFLE ALUMINUM COILS, INC Soffits Appendix D ALC15001 FL12194-R3 Page 1 of 4 This evaluation report is provided for Slate of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. Fascia CREEK TECHNICAL SERVICES, LLC 3/4"' 7/81, 1/8" HEM f 6"FASCIA 7` BLANK ISOMETRIC VIEW ALUMINUM COILS, INC Soffits Appendix D ALC15001 FL12194-R3 Page 2 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. NO CREEK TECHNICAL SERVICES. LLC 16" Q4 Soffit 18' BLANK 3 / 8 PROFILE 2.625 REF. SD rip. 25 'M 125 T P. D DDODD DDDDO DDDODD D0000 OOODOD D0000 wmt nNra wmr.w r rn, r1 ov vs roirto n s,wc aa[rnw s lees; ALUMINUM COILS, INC Soffits Appendix D ALClSO01 FL12194-R3 Page 3 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC 12" T4 Soffit ALUMINUM COILS, INC Soffits Appendix D 3118" 7/8" 31/8" 7/8" 31/8" 5/16" 3/8" 13.75" BLANK 3/8" PROFILE 2.625 R17. 50 7W. 25 7YP. x)25 TYp. OIDDDD DOODD ODDDDD DOODO m 000000 D0000 Wolf Ithf R PAfrM 1R41 N A LOwEM FORMED IM SAME DREMON AS WEE) END OF REPORT ALC15001 FL12194-R3 Page 4 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC Certificate of Authorization No. 29824 17520 Edinburgh Dr Tampa, FL 33647 813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODE 5T" EDITION (2014) Manufacturer: ALUMINUM COILS, INC. Issued August 27, 2015 5001 West Knox Street Tampa. FL 33634 813)249-9743 www.alumlnumcoilsinc.com Manufacturing: Tampa, FL Quality Assurance: PRI Construction Materials Technologies (QUA9110) SCOPE Category: Panel Walls Subcategory: Soffits. Code Sections: 1404.5.1. 1710.9.4 Properties: Wind Resistance REFERENCES Entity Report No. Standard Year Certified Testing Laboratories (TST1577) CTLA 1847W AAMA 1402 1986 Certified Testing Laboratories (TST1577) CTLA 2076W AAMA 1402 1986 PRI Construction Materials Technologies (TST5878) ACIX-003-02-01 AAMA 1402 1986 PRI Construction Materials Technologies (TST5878) ACIX-003-02-02 AAMA 1402 1986 LIMITATIONS 1. This report Is not for use in the HVHZ. 2. Design wind loads shall be determined in accordance with FBC Section 1710.9.4. 3. Soffits shall be labeled in accordance with FBC Section 1710.9.2 and 1710.9.3. 4. Installation of the evaluated products shall comply with this report, the FBC and the manufacturer's published application Instructions. Where discrepancies exist between these sources, the more restrictive and FBC compliant installation detail shall prevail. S. Installations shall meet the minimum ventilation requirements of FBC section 1203.2. 6. Field fastener withdrawal may be required by the AHJ for confirmation of existing substrates. All data shall be reviewed by a qualified design professional to ensure the fastener withdrawal meets or exceeds the minimum'load resistance for the project requirements. 7. All products listed in this report shall be manufactured under a quality assurance program in compliance with Rule 61G20-3. PRODUCT DESCRIPTIONS 3/8" F-Channel Preformed nominal 0.016-Inch thick, 3105 H-14 aluminum F-channel. See Appendix D for dimension drawings. 3/8" J-Channel Preformed nominal 0.016-inch thick, 3105 H-14 aluminum J-channel. See Appendix D for dimension drawings. Fascia Preformed nominal 0.019-inch thick, 3105 H-14 aluminum fascia. See Appendix D for dimension drawings. ALC15001 FL12194-R3 Page 1 of 3 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. C R E E (K ALUMINUM COILS, INC Soffits TECHNICAL SERVICES, LLC PRODUCT DESCRIPTION 16" 04 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit P,anels provided in 16- inch sectlons. The reported net free ventilation areas are 22.3 in Aln.ft for the 'full vent' configuration and 11.1 in2/lin.ft and for the 'center vent' configuration. See Appendix D for dimension drawings. w ruji. %opQ 11{• C[N7R 16- cm O Pew 1 12" T4 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit F,anels provided in 12- inch sections. The reported net free ventilation areas are 12.5 in /lin.ft for the 'full vent' configuration and 4.2 in2Ain.ft for the 'center vent' configuration. See Appendix D for dimension drawings. ALC15001 FL12194-R3 Page 2 of 3 This evaluation report is provided for Stale of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC COMPLIANCE STATEMENT ALUMINUM COILS, INC Soffits The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code 5r" Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. P Y 2015.08.27 1r . ( No 74021 07.05.0012 STATE OF •4/ O 04f001 C O R O P \Zachary R. Florida Registrationn P.E. 74021 NA `%` Organization No. ANE9641 CERTIFICATION OF INDEPENDENCE CREEK Technical Services, LLC does not have, nor will it acquire, a financial interest in any company manufacturing or distributing products under this evaluation. CREEK Technical Services, LLC Is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest In any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. APPENDICES 1) APPENDIX A — Approved Systems (7 pages) 2) APPENDIX 8 — Installation Drawings (12 pages) 3) APPENDIX C — Design Wind Loads(4 pages) 4) APPENDIX D — Dimension Drawings (4 pages) ALC15001 FL12194-R3 Page 3 of 3 This evaluation report is provided for Stale of Florida product approval undor Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC APPROVED SYSTEMS ALUMINUM COILS, INC Soffits Appendix A The following notes shall be observed when using the assembly tables below. 1. Maximum Design Pressures (MDP) were calculated using a 1.5:1 margin of safety per FBC Section 1710.9.4. 2. Refer to LIMITATIONS and sections of this evaluation when using the table(s) below. 3. Refer to INSTALLAnoN section of this report for installation detail when the information is not explicitly stated for the selected assembly. 4. The on -center (o.c.) spacing given is the maximum allowable attachment spacing for the rated system. 5. Unless otherwise specified, the Wood substrate shall be minimum No. 2 SPF (S.G. = 0.42) 2x lumber. Substrate attachment shall be designed by others in accordance with FBC requirements to meet the minimum design requirements for the project. 6. Unless otherwise specified, the Masonry substrate shall conform to ASTM C 90. Substrate attachment shall be designed by others in accordance with FBC requirements to meet the minimum design requirements for the project- 7. Typical fastening details are as follows: a. 12" T4 Soffit —12-inch o.c. Fastener Fastener Location Location b. 12" T4 Soffit— 44nch o.c. Fastener Fastener Fastener Fastener Location Lotion Location Location c. 16" Q4 Soffit —16-inch o.c. Fastener Fastener L iLo 4on ion ALC15001 FL12194-R3 Page 1 of 7 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC d. 16' 04• Soffit — 8-inch o.c. Fastener Lnration If - Fastener Fastener Lor tion 1 ALUMINUM COILS, INC Soffits Approved System Numbers and Definitions 12F-# Approved S terns for 124nch Overhang with F-Channel 12J-# Approved Systems for 124nch Overhang with J-Channel 16F-# Approved Systems for 164nch Overhang with F-Channel 16 -# Approved Systems for 16-inch Overhang with J-Channel 24F-# Approved Systems for 24-Inch Overhang with F-Channel 24 -# Approved Systems for 24-inch Overhang with J-Channel Appendix A Approved Systems for 12-inch overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) min. 3/8-inch head dia. nail, One (1) min. 318 x 3/84nch One (1) min. 1 3/4-inch long x 12F-1 16-inch Wood min. 1.25-inch embedment spaced Wood crown staple spaced 16-inch 0.072-Inch dia. x min. 3/16- 340.0 24-inch o.c. O.C. inch head dia. trim nail spaced 36-inch o.c. Max. Three (3) min. 3/4-inch x 1/4-Inch One (1) min 3/4-inch x 1/4-inch One (1) min. 1 3/44nch long x 12F-2 164nch Wood crown staples in diamond pattern Wood crown staple spaced 84nch o.c. 0.072-inch dia. x min. 1/4-inch 48 spaced 24-inch o.c. and securing each panel lap head dia. trip nail spaced 48- 64.2 inch o.c. 12F-3 Max. Masonry One (1) 14 ga. 5/8-inch long T Hall Wood One (1) min 3/44nch x 1/44nch One (1) min. 1 3/4-inch long x 0.0724nch dia. x min. 1/44nch 48 164nch spaced 8-inch o.c. crown staple spaced 84nch o.c, head dia. trip nail spaced 48- 64.2 and securing each panel lap inch o.c. ALCIS001 FL12194-R3 Page 2 of 7 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services. LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 12-inch overhang with J-Channel Wall Connection Eave Connection System Panel MDP No. Width Pso Substrate F-Channel Panel Attachment Substrate Panel Attachment Fascia Cap AttachmentAttachment Max. Three (3) min. 3/4- inch x 1/4-inch crown One (1) min. #8 x 1/2-inch long x 3/8-inch head diameter One (1) min 3/4-inch x One (1) min. 1 3/44nch long x 0.072-inch dia. x min. 1/4-inch 48 12J-1 16 inch W0od staples in diamond o.c. grew spaced 16 inch o.c. Wood 1/4-inch crown staple head dia, trip nail spaced 48- 64.2 pattern spaced 24- connecting soffit to Jth spaced 8-inch o.c.. Inch o.c. inch o.c. Approved Systems for 164nch overhang with F-Channel Wail Cdnnection Eave Connection System Panel MDP No. Width Psi Substrate F-Channel Attachment Substrate Panel Attachment Fascia Cap Attachment One (1) 18 ga. 1/4 inch crown x One (1) min. 1.75-inch x inch diameter 16F-1 Max Masonry One (1)14 ga. 5/84nch long T nail Wood 1-inch leg staples spaced max. ing nail with min. 3/16- finishing553.3 12- inch spaced max 84nch o.c. flinch o.c. and securing each inch head spaced panel lap 12-inch o.c. Three ( 3)18 ga.1144nch crown x 1- One ( 1)18 ga. V44nch crown x One ( 1) min. 1.754nch x 0. 0724nch diameter 16F- 2 Max 12 inch Wood inch leg staples in diamond pattern Wood 1-inch leg staples spaced max 4anch o.c. and securing each finishing nail with min. 3/16- 253.3 spaced 16-inch o.c. panel lap inch head spaced 12- Inch o.c. Max. One ( 1) 3/84nchhead dia. nail, min. One (1) min 3/B-inch x 318-inch One (1) min. 1 3144nch long x 0.072 inch dia. x min. 16F- 3 16- inch Wood 1.25 inch embedment spaced 24- Wood crown staple spaced 16-inch 3/ 16-inch head dia. trim nail i25. 6 inch o.c. O.C. spaced 36-inch o.c. Max. Three ( 3) min. 3/4-inch x 1!4 inch 1) min 3/4-inch x 1/44nch One ( 1) min. 1 3/4-inch long x 0.072-inch dia. x min. 1/4- 27 16F 4 16- inch Wood mown staples in diamond pattern diamondWood crown staple spaced 8-inch o.c. crowninch head dia. trip nail 36.1 spaced inch o.c spaced 48-inch o.c. ALC15001 FL12194-R3 Page 3 of 7 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 16-Inch overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga. 1!4 inch crown x One (1) min. 1.75-inch x 16F-5 Max. Masonry One (1)14 ga. 5/8-inch long T nail Wood 1-Inch leg staples spaced 4- inch diameter finishhinging nail with min. 3l16- 43.3 16-inch spaced 8-inch o.c. inch o.c. and securing each inch head spaced panel lap 16-Inch o.c. Three (3) 18 ga.1J4-inch crown x 1- One (1)18 ga. 114-inch crown x One (1) min. 1.75-inch x 0.072-inch diameter 16F-6 16-inch Wood inch legg staples in diamond pattern Wood 1-inch leg staples spaced 4 inch o.c. and securing each finishing nail with min. 3116- t43.3 spaced 16-inch o.c. panel lap inch head spaced 16-inch o.c. Approved Systems for 164nch overhang with J-Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate J-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment Three (3) min. 3/4-inch x 1/4-inch One (1) min. 1 3/4-inch 16.11 Max. Wood crown staples in diamond pattern Wood One ( 1) min 3/4-inch x 1/4Anch long x 0.072-inch dia. x 23.5 16. 4nch spaced 244nch o.c. crown staple spaced 8-inch o.c. min. 1/4-inch head dia. trip 31.4 nail spaced 48-inch o.c. ALC15001 FL12194-R3 Page 4 of 7 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 24-inch overhang with F-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap AttachmentAttachment One (1)18 ga.1/4-inch Nominal 1x2 crown x 1-inch leg Three (3) 18 ga.1/4- No.2 SYP anchored to staples spaced 124nch o.c. securing One (1) 18 ga. 1/4- One (1) min. 1.754nch x 24F-1 Max. Wood inch crown x 14nch leg staples in rafter with one each panel lap Wood inch crown x 1 0.072-inch diameter finishing nail with min. 601-90 124nchdiamond pattern 1) min inch x . 2 25- ring One (1) min. 1.75-inch ed 8- leg staples spaced inch sp 3/16-inch head spaced spaced 16-inch o.c. shank nail x 0.072-inch diameter 12-inch o.c. 24-inch o.c. finishing nail with min. 3/16-inch head spaced 44nch o.c. One (1)18 ga.1/4-inch crown x 14nch leg Nominal 1x2 staples spaced One (1) min. 1.5- No.2 SYP 124nch o.c. securing One (1)18 ga. 1l4- One (1) min. 1.754nch x Max inch x 11 a. g anchored to each panel lap Inch crown x 1-Inch 0.072-inch diameter 80/ 24F-2 124nch Wood smooth shank rafter with one Wood leg staples spaced 8- finishing nail with min. 76 6 roofing nail spaced 1) 7d x 2.25- One (1) min. 1.754nch inch o.c. 3/164nch head spaced 16-Inch o.c- inch ring shank x 0.072-inch diameter 12-inch o.c. nail 24-inch o.c. finishing nail with min. 3/16-inch head spaced 44nch o.c. One (1)18 ga.1/4-inch crown x 14nch leg Nominal 1x2 staples spaced No.2 SYP 12-inch o.c. securing One (1) 18 ga1/4- One ( 1) min. 1.75-inch x One ( 1) 14 ga. 5/8- anchored to each panel lap inch crown x 1-inch. 0. 072-inch diameter 801 24F- 3 12 inch Masonry inch long T nail rafter with one Wood leg staples spaced 8- finishing nail with min. 76.6 spaced 84nch o.c. 1) 7d x 2.25- One (1) min. 1.75-inch inch o.c. 3/ 164nch head spaced inch ring shank x 0.072-inch diameter 12-Inch o.c. nail 24-inch o.c. finishing nail with min. 3/ 16-inch head spaced 44nch o.c. ALC15001 FL12194-R3 Page 5 of 7 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. WI'CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC soffits Appendix A Approved Systems for 24-inch overhang with F-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Attachment Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment One (1)18 ga.1/4-inch Nominal 1x2 crown x 14nch leg NO.2 SYP staples spaced Three (3) 18 ga.1/4• anchored to 124nch o.c. securing One (1)18 ga. 1/4- One (1) min. 1.75-inch x Max inch crown x 1-inch rafter with one each panel lap inch crown x 1-inch 0.072-inch diameter 24FA 16 inch Wood leg staples in min' Wood leg staples spaced 8- finishing nail with min. 801.60 diamond pattern inch x 7d ringInringcOne ( 1) min. 1.754nch inch o.c. and securing 3/16-inch head spaced spaced 16-inch o.c. shank nail x 0.0724nch diameter each panel lap 16-inch o.c. 24- inch o.c. finishing nail with min. finishinghead spaced 4- inch o.c. One ( 1)18 ga.1/4-inch crown x 14nch leg Nominal 1x2 staples spaced One ( 1) min. 1.5- No.2 SYP 124nch o.c. securing One (1)18 ga. 1/4- One (1) min. 1.75-inch x Max. inch x 11 ga. anchored to each panel lap inch crown x 1-inch 0.072-inch diameter 24F- 5 164nch Wood Wdsmooth shank rafter with one Wood leg staples spaced 8- finishing nail with min. 801-60 roofingnail spaced 1) 7d x 2.25- One (1) min. 1.754nch inch o.c. and securing 3/16-inch head spaced 16- inch o.c. inch ring shank x 0.0724nch diameter each panel lap 16-inch o.c. nail 24-inch o.c. finishing nail with min. 3/ 16-Inch head spaced 4- inch o.c. One ( 1)18 ga.1/4-Inch crown x 1-inch leg Nominal 1x2 staples spaced No. 2 SYP 12-inch o.c. securing One (1) 18 ga. 1/4- One (1) min. 1.75-inch x Max. One (1) 14 ga. 5/8- anchored to each panel lap inch crown x 1•inch 0.072-Inch diameter 24F- 6 16- inch Masonry inch long T nail rafter with one Wood leg staples spaced 8- finishing nail with min. 801.60 spaced 8-inch o.c. 1) 7d x 2.25- One (1) min. 1.754nch inch o.c. and securing 3/16-Inch head spaced inch ring shank x 0.072-inch diameter each panel lap 164nch o.c. nail 24-inch o.c. finishing nail with min. 3/ f64nch head spaced 44nch o.c. ALCIS001 FL12194-R3 Page 6 of 7 This evaluation report is provided for Slate of Florida product approval under Rule 61G20.3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. K: CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 24-inch overhang with J-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width psfl Batten J-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap AttachmentAttachment Nominal 1x2 No.2 SYP scabbed between ratters with one (1) One (1) 18 ga.1/flinch Nominal 1x2 x 7dmin. shank nodringshankil crown x 14nch leg No.-2 SYP anchored to Three (3) 18 Crown straig ht-nailed through into the staples spaced 12dnch o.c. searing One 1 18 a ''%_ g One (1) min. 1.754nch Max rafter with one ga.1/4-inch x 1-inch leg the rafter end of.the batten or two (2) each panel lap Wood inch crown x 1-inch x 0.072-Inch diameter finishing nail with min. 60 24J-1 12-inch 1) min. 2.25- staples in diamond min. 2.2SInch x 7d One min. diameter leg staples spaced 3/16 inch head spaced inch x 7d ring pattern spaced 16- ring shank nails too- x 0.072724nch diameter flinch o.c. 124nch o.c. shank nail inch o.c. nailed on either side of finishing nail with min. 24-inch o.c. the batten at each battenirafter 3/16lnch head spaced Intersection. Max. 4-inch o.c. rafter spacing Is 244nch o.c. Nominal 1x2 No.2 SYP scabbed between rafters with one (1) One (1) 18 go.1/44nch Nominal 1x2 min. 22SInch x 7d Ong shank nail crown x linch leg SYP Three (3)18 straight -nailed through staples acedpp One 1 18 a. Y.- g One (1) min. 1.75-inch anchored anchored to Bail/4 inch crown rafter into the and 12anch pa el securing each panel lap inch crown x 1 inch x 0.072-inch diameter 24J-2 Max rafter with one x 1-inch leg of the batten or two (2) Wood leg staples spaced finishing nail with min. i53.3 16-inch 1) min. 2.25- staples in diamond min. 22Sinch x 7d One (1) min. 1.75-Inch 6-inch o.c. and 3/16-inch head spaced inch x 7d ring patternspaced 16- ring shank nails toe- x 0.nail0724nch diameter securing each panel 16anCh o.c. shank nail inch o.c. nailed on either side ofna finishing nwith min. 1eP 24- inch O.C. rren thebattenat each batttenatter3/ 16-inch head spaced intersection. Max. 4- inch o.c. rafter spacing is 244nch O.C. ALClSO01 FL12194-R3 Page 7 of 7 This evaluation report is provided for State of Florida product approval under Rule 611320-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express not imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. LMCREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC soffits Appendix B INSTALLATION Note - Refer to the APPRoveo SYSTEMS section of this, report for additional installation details of a selected system and maximum design pressures limitations. System No. I Installation Detail 12F-1 8 12F-3 Hin. 216' hGAd dia. nail with min. 1p:- on3agemsntt`.or wm4 subetratal or m n. 9 0971 d1a. T-nail cr scut. nail wi.h min. 5!8" angagemanttfor Ofi=rota or tda:k eub:.tratu). spa:ld as rotud FASCIA SLIP BOARD FASCIA TRIM SOFFIT (OVERHANG WIDTH VARIES) FASCIA LIP 1 /4" STAPLE SOFFIT TO FASCIA BOARD #T50 3/8" X 3/8. STAPLE 16" O.C. LPAINTED S.S. 1 3/4" TRIM NAIL MIN. 5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL ALCIS001 FL12194-R3 Page 1 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, Installation, recommended use, or other product attributes that are not specifically addressed herein. MCREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC soffits Appendix B System No. Installation Detail Lj n ` SOFFIT STAPLE OPEN RAPIER I ; DIAMOND PATTERN I ' D TAIL CROWN STAPLES r ----- CROWNX TAP yr Icrvtar NUSINGADIAMOND PATTERN FACIA BOARD FASCIA CAP 12F-2 3/4- X 1/4- CROWNjFACIA BOARD B 1 STAPLE ON CENTER PT'F- 1-3/4- TRIM NAIL CMANNEL CAN BE PAINTED S.S. 4' FASCIA CAP INSTALLED WITH THE O.C. NAILING FLANGE UP OR 3/4* X 1/4, DOWN CROWN STAPLE SOFFIT- may• 12--inch span SOFFTT SUBSTRATE SOFFIT & FASCIAIrWOODDETAIL ALC15001 FL12194-R3 Page 2 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this repon is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. 12J-1 CREEK TECHNICAL SERVICES, LLC No. I Installation Detail OPEN RAFTER 3/4' X 1/4' CROWN STAPLE '24' ON CENTER USINC A DIAMOND PATTERN J—CHANNEL 1-3/4' TRIM NAIL scr*ved to soffit PAINTED S.S. 48' With onell'1 48 a 1/2" n 3/a- head O.C. diameter scree:, 16" c.c. WOOD OR BLOCK SUBSTRATE SOFFIT —max. 12-inch span ALUMINUM COILS, INC Soffits Appendix B I n SOFFIT STAPLE f ' DIAMOND PATTERN DETAIL I FACIA BOARD air rErv[p, srvus ASCIA CAP 3/4- X 1/4- CROWN 1-3/4' TRIM NAIL FACIA BOARD STAPLE *B— ON CENTER PAINTED S.S. FASCIA CAP 3/4' X 1/4' CROWN STAPLE SOFFIT SOFFIT & FASCIA DETAIL ALC15001 FL12194-R3 Page 3 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 I' TRIM NAIL / FASCIA BOARD PAL YIED S.S. I FASCIA CAP 4 scFFrt 1',a- CROWN STAPLE OPEN RAFTER FASCIA BOARD 116Si!! i4tLi 16F-1 SOFFIT 8 FASCIA 16F-5 DETAIL fASCIA CAPI REFER t0 SOFFIT 1 FASCIAI SOFF17: DETAIL f• CHANNEL I MAX. x' SPAY fUSOARY SUBSTRATE ALC15001 FL12194-113 Page 4 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20.3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES. LLC System No. Installation Detail Min. 3/S" head dit. nail a1=h min. 1!:" snGarementt:or w-v>] e%.ibstrate) c:r rein. 0.057" dta. T-nail or stub nail with min. 5/S" tnaa,3emant(::r crrcreta or block substrhte). spaced as noted above. FASCIA SLIP BOARD FASCIA TRIM SOFFIT (OVERHANG WIDTH VARIES) 16F-3 F" CHANNEL Weed, Concrete or 31oek Wall z4STAPLE SOFFIT TO FASCIA BOARD #T50 3/ 8" X 3/8" STAPLE 16" 0. C. FASCIA LIP 1 /4" PAINTED S.S. 1 3/4" TRIM NAIL MIN. 5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL ALUMINUM COILS, INC soffits Appendix B ALC15001 FL12194-R3 Page 5 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express not imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREED{ TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail. 1 we* WNW" `, SOFFIT STAPLE OPEN RAFTER; j DIAMOND PATTERN 3/4• x 1/4• I DETAILCROWNSTAPLES , 1 USING A DIAMOND L -- sTAPLa PATTERN FACIA BOARD FASCIA CAP 16F4 3/4' X 1/4' CROWN FACIA BOARD 1-3/4- TRIM NAIL 8' ON CENTER 1-3/4' TRIM NAIL PAINTED S.S.. rErSTAPLECHANNELGWBEPAINTEDS.S. 48" FASCIA CAPINSTALLEDWITHTHEO.C. NAILING NAILING FLANGE UP OR 3/4' X 1/4' DOWN CROWN STAPLE SOFFIT- max . 26 -inch spar. WOOD SOFFIT SUBSTRATE SOFFIT &FASCIA DETAIL ALC15001 FL12194-R3 Page 6 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES. LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail I TRIM NAIL FASCIA BOARD PAINTED S.& I FASCIA [AP SOFFIT rk' CROWN STAPLE RAFTERrOPEN FASCJA BOARD rR CROW STAPLES SOFFIT & FASCIA USING A DIAM" DETAIL 16F-2 81 PATTERN; REFER TO SOFFIT STAPLE 16F-6 DIAMOND PATTERN DETAIL t_ FASCIA CAP; REFER To SOFFIT t FASCIA DETA0. 9- f- CHANNEL--"-*, MAKNEL 3/0 SOFFIT; MAX, It' SPAN W SUBSTRATE SOFFIT STAPLE DIAMOND PATTERN ALCIS001 FL12194-R3 Page 7 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. VREN CREEK TECHNICAL SERVICES, LLC System No. I Installation Detail 16J-1 OPEN RAFTER 3/4- X 1/4- CROWN STAPLE -24- ON CENTER USINC A DIAMOND PATTERN CHANNEL 1-3/4- TRIM NAIL) PAINTED S.S. 48' O.C. SOFFIT —max: 16-inch span WOOD OR BLOCK SUBSTRATE ALUMINUM COILS, INC Soffits Appendix B SOFFIT STAPLE DIAMOND PATTERN1i1jLFACIABOARD ` yr Krw%041 DETAIL STAPLES i FASCIA CAP 3/4- X 1/4' CROWN FACIA BOARD STAPLE '8' ON CENTER 1-3/4' TRIM NAIL PAINTED S.S. FASCIA GAP 3/4- X 1/4- CROWN STAPLE SOFFIT SOFFIT & FASCIA DETAIL ALClSO01 F1.12194-113 Page 8 of 12 This evaluatlon report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. am mhm CREEKIME TECHNICAL SERVICES, LLC ALUMINUM COILS, INC sofrTts Appendix B System No. Installation Detail t f' TRIM NAIL I FASCIA BOARD PAINTED S.S. f 1 1'e;(BONS STAPLES STAPLES UP OSOfG A OtAMORD SOfFIt PATTERN: REFER TO so,Rt S1APLf CROWN STAPLE OWEORD PATTERN DETAO. I i E j' NAB. FASCIA BOARD PAINTED S.S. SOFFIT & FASCIA DETAIL 24F-1 & t 24F-4 r.1' CROWN STAPLE FASCIA (AP; REFER TO SOFf1T B FASCIA \ DETAIL / 6 lit" rat' SrP 3/8jBattenAn&.ortd to SOFFIT: MAX fL' F-CHANNEL I ever, Rafter Rifle's VAh one Id L — RL.q ShaAL Nan at WOOD SUBSTRATE/ SOFFIT STAPLE DIAMOND PATTERN ALC150O1 FL12194-R3 Page 9 of 12 LLC of any productThisevaluationreportisprovidedforStateofFloridaproductapprovalunderRule61G2O-3. The manufacturer shall notify CREEK Technical Services, t changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail t i' TRIM NAIL / fASCIA BOARD PAWIED S.S. 14- SMOOTM SMAAK I,,—FASUA CAP ROOF W0.S SOFFIT fd' CROWtl STAPLE 1 1 j, TRIM NAIL FASCIA BOARD PAWTED $S. SOFFIT & FASCIA DETAIL 24F-2 & 24F-5 t%t CROWR STAPLE FASCIA UP; REFER TO SOFFIT t FASCIA o MAR. Romulal t'•Y SYP Batten Amhored to SOFFIT. MAIL 2t' F•CHAHREL Rafters ..ID one to Ring SAaet nail at e'nr Rafter WOOD SMIRATE ALClSO01 FL12194-R3 Page 10 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail t }- TRIM MAIL FASCIA BOARD PAINTED S.S. 14GA T-NABS I FASCIA UP SOFFIT Pa{- CROWN STAPLE t P' TROT NAIL FASCIA OCARDPAINTEDS.S SOFFIT L FASCIA 24F-3 & I DETAIL 24F-6 111' CROWN STAPLE FASCIA UP: REFER TO SOFFIT i FASCIA DETAIL NoalsW I',12' SYP Batten AMhareO to SOFFIT. MAX. 2L' F-ENAN.'IEL ' Rafters rlth on Id Rug Shenk Nab at f I enry Rafter MASONRY ALC15001 FL12194-R3 Page 11 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREED TECHNICAL SERVICES, LLC System No. I Installation Detail 24J-1 & 24J-2 t'q' CROWN STAPLES USEr6 A DIAMOND PATTERN: REFER TO SOFFIT STAPLE Ou1tOnD PATIERR OETAIL WOOD I-CNAIIx[L 11' TRIM NAa PAINTED S.S. NOMNna: I- a i SAP Denenf enme0 Deseeen rY..en sea ae[l:= van ww II) 7o sing snare rd rinfthl-oaAed uvough me tenef Ind tee aw W ale "-.to a Two (2) 70 Ong anaft nDOs tee4I00e eT echo aide of the DaDem n Ine 0a'teAff111 et meleseuon 1.4- CROWN STAPLE semi: r,Ax. It., ALUMINUM COILS, INC Soffits Appendix B I I- TRIM NAIL 1 FASEIA BOARD PAoIT[O S.S. FASCIA CAP SOFFITUNTREVER[D r.}' CROWN STAPLE RAFTER FASCIA BOARD SOFFIT b FASCIA DETAIL FASCIA CAP: REFER TO SOFFIT t FASCIA DETAIL SOFFIT STAPLE DIAMOND PATTERN ALCIS001 FL12194-R3 Page 12 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES. LLC DESIGN WIND LOADS ALUMINUM COILS, INC Soffits Appendix C The following tables provide design wind loads for components and cladding in accordance with Section 1609.1 of the FBC and ASCE 7-10 under the following provisions: 1. Wind speeds for risk category I, II, III, and IV buildings shall be as defined in Section 1609 of the FBC. 2. Exposure B, C, and D shall be as defined in section 1609 of the FBC. 3. Design wind loads are provided only for walls/soffits with a mean roof height less than or equal to 60-ft. 4. All calculations are based on an effective wind area of 10-fe or less. 5. Topographic factors such as escarpments or hills have been excluded from the analysis. 6. Wind directionality factor, Kd = 0.85 7. V„ r, is shown in the tables below. Design pressures are multiplied by 0.6 in accordance with Section 1610.9.4 of the FBC. 8. Projects with mean roof heights greater than 60-ft shall be evaluated by a licensed design professional. 9. Zones 4 and 5 shall be defined as shown below. Dimension "a" shall be 10% of the least horizontal dimension or (0.4 x Mean Roof Height), whichever is smaller, but not less than either 4% of the least horizontal dimension or 3-ft. ALC15001 FL12194-R3 1 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20.3. The manufacturer shall nolity CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES. LLC ALUMINUM COILS, INC Soffits Appendix C Desi n Wind Pressures for Soffits in Exposure B Building Type Zone Mean Roof Height ft Basic Wind Speed mph) 120 130 40 150 160 170 180 . 190 200 Enclosed 4 20 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 25 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 30 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 40 18.3 21.5 24.9 28.6 32.5 36.7 41.2 45.9 50.8 50 19.5 22.9 26.5 30.5 34.7 39.1 43.9 48.9 54.1 60 20.5 24.0 27.8 32.0 36.4 41.1 46.0 51.3 56.8 Negative Loads) 5 20 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 25 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 30 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 40 22.6 26.5 30.7 35.3 40.1 45.3 1 -50.8 56.6 62.7 50 24.1 1 -28.2 32.8 37.6 42.8 48.3 54.1 60.3 66.8 60 25.3 29.6 34.4 39.5 44.9 50.7 56.8 63.3 70.1 Enclosed 4 20 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 25 10.8 12.7 14.7 16.9 19.2 21.7 24.3 1 27.1 30.0 30 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 40 11.7 13.8 16.0 18.3 20.8 23.5 26.4 29.4 32.5 50 12.5 1 14.7 17.0 19.5 22.2 25.1 28.1 31.3 34.7 60 13.1 15.4 17.8 20.5 23.3 26.3 29.5 32.9 36.4 Positive Loads) 5 20 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 25 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 30 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 40 11.7 13.8 16.0 18.3 20.8 23.5 26.4 29.4 32.5 50 1 12.5 1 14.7 17.0 19.5 22.2 25.1 28.1 31.3 1 .7 60 1 13.1 1 15.4 17.8 1 20.5 23.3 26.3 29.5 32.9 1 36.4 ALC15001 FL12194-113 Page 2 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREED TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C Design Wind'Pressures for Soffits in Ex os6re C Building Type Zone Mean Roof Height ft Basic Wind Speed mph) 120 130 140 1.50 160 170 180 190 200 Enclosed 4 20 21.7 25.4 29.5 33.8 38.5 43.5 48.7 54.3 60.2 25 22.6 26.6 30.8 35.4 40.2 45.4 50.9 56.7 62.8 30 23.6 27.7 32.1 36.9 41.9 47.3 53.1 59.1 65.5 40 25.0 29.4 34.1 39.1 44.5 50.2 56.3 62.7 69.5 50 26.2 30.8 35.7 41.0 46.6 52.6 59.0 65.8 72.9 60 27.2 31.9 37.0 42.5 48.3 54.6 61.2 68.2 75.5 Negative Loads) 5 20 26.7 31.4 36.4 41.8 47.5 53.7 60.2 67.0 74.3 25 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.6 30 29.1 34.2 39.6 45.5 51.8 58.4 65.5 73.0 80.9 40 30.9 36.3 42.1 48.3 54.9 62.0 1 -69.5 77.5 85.8 50 32.4 38.0 44.1 50.6 57.6 65.0 72.9 81.2 89.9 60 33.6 39.4 45.7 52.5 59.7 67.4 75.5 84.2 93.2 Enclosed 4 20 13.9 16.3 18.9 21.7 24.7 27.9 31.2 34.8 38.5 25 14.5 17.0 19.7 22.6 25.8 29.1 32.6 36.3 40.3 30 15.1 17.7 20.6 23.6 26.9 30.3 34.0 37.9 42.0 40 16.0 18.8 21.8 25.1 28.5 32.2 1 36.1 40.2 44.5 50 16.8 19.7 22.9 26.3 29.9 33.7 37.8 42.1 46.7 60 17.4 20.5 23.7 27.2 31.0 35.0 39.2 43.7 48.4 Positive Loads) 5 20 13.9 16.3 18.9 21.7 24.7 27.9 31.2 34.8 38.5 25 14.5 17.0 19.7 22.6 25.8 29.1 32.6 36.3 40.3 30 15.1 17.7 20.6 23.6 26.9 30.3 34.0 37.9 42.0 40 16.0 1 18.8 21.8 25.1 28.5 32.2 36.1 40.2 44.5 50 16.8 19.7 22.9 26.3 29.9 33.7 37.8 42.1 46.7 60 17.4 1 20.5 1 23.7 1 27.2 1 31.0 35.0 39.2 43.7 1 48.4 ALC15001 FL12194-R3 Page 3 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C Design Wind Pressures for Soffits in: Exposure D . Building Type Zone Mean Roof He'i ht ft Basic Wind Speed mph) 120 130 140 150 160 .' 17.0 180 190 200 Enclosed 4 20 26.0 30.5 35.4 40.6 46.2 52.2 58.5 65.2 72.2 25 27.0 31.6 36.7 42.1 47.9 54.1 60.6 67.6 74.9 30 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.5 40 29.4 34.5 40.0 45.9 52.2 58.9 66.1 73.6 81.6 50 30.6 35.9 41.6 47.8 54.3 61.3 68.8 76.6 84.9 60 31.5 37.0 42.9 49.3 56.1 63.3 70.9 79.0 87.6 Negative Loads) 5 20 32.1 37.7 43.7 50.1 57.0 64.4 72.2 80.4 89.1 25 33.3 39.1 45.3 52.0 59.2 66.8 74.9 83.4 92.4 30 34.5 1 40.4 46.9 53.8 61.3 69.2 77.5 86.4 95.7 40 36.2 42.5 49.3 56.6 64.4 72.7 81.5 90.9 100.7 50 37.7 44.3 51.4 58.9 67.1 75.7 84.9 94.6 104.8 60 38.9 45.7 53.0 60.8 69.2 78.1 87.6 97.6 108.1 Enclosed 4 20 16.7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.3 25 17.3 20.3 23.5 27.0 30.7 34.7 38.9 43.3 48.0 30 17.9 1 21.0 24.3 27.9 31.8 35.9 40.2 44.8 49.7 40 18.8 22.1 25.6 29.4 33.4 37.8 42.3 47.2 52.2 50 19.6 23.0 26.7 30.6 34.8 39.3 44.1 49.1 54.4 60 20.2 23.7 27.5 31.6 35.9 40.5 45.4 50.6 56.1 Positive Loads) 5 20 16.7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.3 25 17.3 20.3 23.5 27.0 30.7 34.7 38.9 43.3 48.0 30 17.9 21.0 24.3 27.9 31.8 35.9 40.2 44.8 49.7 40 18.8 22.1 25.6 29.4 33.4 37.8 42.3 47.2 52.2 50 19.6 23.0 26.7 30.6 34.8 1 39.3 44.1 49.1 54.4 60 20.2 23.7 1 27.5 31.6 35.9 40.5 45.4 50.6 56.1 ALC15001 FL12194-R3 Page 4 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. M-' CREEK METECHNICAL SERVICES, LLC 3/8" F-Channel 3/8" J-Channel 3/8" 3/4" 1/8' HEM i 5/8- T 3/4- H 1 3/8' ISOMETRIC VIEW W' PROFILE Iscm!trnE VIEW 37F PROFILE ALUMINUM COILS, INC Soffits Appendix D ALCIS001 FL12194-R3 Page 1 of 4 This evaluation report is provided for State of Florida product approval under Rule 61020-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. Fascia GREED TECHNICAL SERVICES, LLC 3/4" 7/8" 1 1/8" HEM T VFASCIA 7" BLANK 1/4" ISOMETRIC VIEW ALUMINUM COILS, INC Soffits Appendix D ALC15001 FL12194-113 Page 2 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. MR111MGM! CREGI< TECHNICAL SERVICES, LLC 16" 04 Soffit 0.125 t`?. 18' BLANK 3 / 8 PROFILE 2.625 RCF. 50 lip. o oDDDD DDooD DDDDDD DDDDD DDDDDD DDDDD WOE 1QUWR PATT M MR`St i1 MMS rGAMED M SAME DRECrom AS gtW, ALUMINUM COILS, INC Soffits Appendix D ALC15001 FL12194-R3 Page 3 of 4 This evaluation report is provided for Slate of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHfJICAL SERVICES, LLC 12" T4 Soffit ALUMINUM COILS, INC Soffits Appendix D 31/8" 7/8" 31/8' 7/8" 31/8" S/16" \ 1/2' 1/2' 1/2" 1/2" j3/4" E'/a" 3/8' V 13.75" BLANK 3/8" PROFILE 1625 REF. 50 i». 0.125 TYR DDDDDD DDDDD D D D D D D N DDDDD DDDDDD DDDDD wMr ice._ _ n•ft"M (ft- w.&n WM fop= 0/ Sw[ 01-mcnoM AS NOS) END OF REPORT ALC15001 FL12194-113 Page 4 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. 4%28/2017 Florida Building Code Online i .• '!..' ;; ftY rj:.1a H't Jll•J1 ,,,,/`, yy ... 3/I,iY;'. I1 a t G-ii Jx a.1 ! .Rrt r....r •, G, c}.• .. .._- i' •-.:: . .- 7.:... , '.. .. .. , •.:Nl •1L3:-:'s'Y.#:S! `''•.'ilSl l(1',•C, I!'wl! •c !' SCIS Nome Log In User Registration 1 Hot Topics Submit Surcharge I Stars s Facts Publications FOC Stall i SCIS Site Map ( Units search i IjProduct Approvalj9USER: Public User Product Approval Menu > Search > Aopllaatlon Ust > Application Detail FL # Application Type Code Version Application Status Comments Archlved droduct Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Emal I Category Subcategory Compliance Method Florida Engineer or Architect Name who developed the Evaluation Report Florida License Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code FL5444-RlO Revision 2014 Approved CertainTeed Corporation -Roofing 18 Moores Road Malvern, PA 193SS 610) 651-SS47 mark.d.harner@saint-gobaln.com Mark Harrier mark.d.harner@saint-gobain.com Mark D. Harrier 18 Moores Road Malvern, PA 19355 610) 651-5847 Mark. D.Harner@saint-gobain.com Roofing Asphalt Shingles Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Robert Nieminen PE-S9166 UL LLC 03/09/2020 John W. Knezevich, PE f' Validation Checklist - Hardcopy Received FL5444 R10 COI 2016 01 COI Nleminen.odf Standard Year ASTM D3161, Class F 2009 ASTM D3462 2009 ASTM D7158, Class H 2O08 htipslAvww.11oridabuilding.org/pr/pr app dU.aspx?param=wGEVXOwIDgtahlgO7CSsoycOrl28CcpCJinUeXw7ibKvlUzOW4hL8w%3dp/o3d 1/2 0 4/28/2017 Florida Building Code Online Product Approval Method Method 1 Option D Date Submitted 12/08/2016 Date Validated 12/14/2016 Date Pending FBC Approval 12/15/2016 Date Approved 02/07/2017 Summary oit Products - ` - ; r- - - FL # Model, Number or Name Description 5444.1 CertainTeed Asphalt Roofing 3-tab, 4-tab, strip (no -cut-outs), laminated and architectural Shingles asphalt roof shingles Limits of Use Y Installation Instructions N~ Approved for use in HVHZ: No FLS444 RIO It 2016 12 FINAL ER CERTAINTEED Asohalt Shinale FL5444-R10.DdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A Verified By: Robert Nieminen, PE PE-S9166 Design Pressure: N/A Created by Independent Third Party: Yes Other: Refer to ER Section 5 for Limits of Use Evaluation Reports FL5444 R10 AE 2016 L2 FINAL ER CERTAINTEED Asphalt Shingle FL5444-RLO.Ddf Created by Independent Third Party: Yes lh AWkd. Contact Us :: 2601 Blair Stone Road. Tallahassee FL 32399 Phone: 8SO-487-1B24 The State of Florida Is an AA/EEO employer, copyright 2007.2013 State of Florida.:: Privacy Statement :: Accessibllhr Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released In response to a public -records request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 850.487.139S. 'Pursuant to Section 4SS.275(t), Florida Statutes, effective October 1, 2012, licensees licensed under chapter 455, F.S. must provide the Department with an email address If they have one. The emalls provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please pruvlde the Department with an email address which can be made available to the public. To determine If you are a licensee under Chapter 4SS, F.S., please dick bW_. Product Approva l Accepts: a M Credit Card Safe https://www.0oridabuildirig.org/pr/pr app dU.aspx?param=wGEVXOwtDgtahlgO7CSsoyeOr128CcpCJinUeXw7ibKvlUzOW4hL8-.v%3d%3d 2/2 EXTERIOR RESEARCH & DESIGN, I.I.C. Certificate ojAuthorization 119503 353 CHRISTIAN STREET, UNIT #13TRINITYIERDOXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 EVALUATION REPORT CertainTeed Corporation Evaluation Report 3532.09.05-Rii 20 Moores Road FLS444-R10 Malvern, PA 19355 Date of Issuance: 09/22/2005 Revision 11: 12/08/2016 SCOPE: This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the Slb Edition (2014) Florida Building Code sections noted herein. DESCRIPnON: CertainTeed Asphalt Roofing Shingles. LABELING: Labeling shall be in accordance with the requirements of the Accredited Quality Assurance Agency noted herein and FBC 1S07.2.7.1 / R905.2.6.1 CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. TrinityJERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words "TrinityIERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done In Its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or Its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 12. Prepared by: Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida DCA ANE1983 tsp}tlltrr,,,, t dpP.4ENE•;: S, P ., • .: r, .. the facsimile sect appearYtg was authorited by Robert Meminen, 9 ,• , P.E. on 1 tNl/2016. This does not serve as an electronically sigrsed document. Signed, sealed hardcoples have been trantmltted to the Product Approval Adminlstralcr and to the named cleat CERTIFICATION OF INDEPENDENCE: 1. TrinitylERD does not have, nor does it intend to acquire or will it acquire, a financial interest in any company manufacturing or distributing products it evaluates. 2. Trinityl ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial Interest in any company manufacturing or distributing products for which the evaluation reports are being Issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. 5. This is a building code evaluation. Neither Trinity lERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, Is/was used for permitting or design guidance unless retained specifically for that purpose. TRINITY i ERD 1 ROOFING SYSTEMS EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Asphalt Shingles Compliance Statement: CertainTeed Asphalt Roofing Shingles, as produced by CertainTeed Corporation, have demonstrated compliance with the following sections of the 5`h Edition (2014) Florida Building Code and Sth Edition 2014) Florida Building Code, Residential Volume through testing in accordance with the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section Pro a Standard Year 1507.2.5, R905.2.4 Physical Properties ASTM D3462 2009 1507.2.7.1, R90S.2.6.1 Wind Resistance ASTM D3161, Class F 2009 1507.2.7.1, R905.2.6.1 Wind Resistance ASTM 07158, Class H 2O08 3. REFERENCES: Entity Examination Reference Date UL (TST 1740) ASTM D3161 94NK9632 05/15/1998 UL (TST 1740) ASTM D3161 99NK26506 11/23/1999 UL (TST 1740) ASTM D3161 03CA12702 05/27/2003 UL (TST 1740) ASTM D3161 03CA12702 06/16/2003 UL (TST 1740) ASTM D3161 03NK29847 10/03/2003 UL (TST 17401 ASTM 03161 04CA11329 05/24/2004 UL (TST 1740) ASTM D3161 04CA32986 12/03/2004 UL(TST 1740) ASTM 03161 05NK07049 04/15/2005 UL (TST 1740) ASTM 03161 OSNK16778 05/12/2005 UL (TST 1740) ASTM 03161 OSCA16778 05/12/2005 UL (TST 1740) ASTM D3161 OSNK14836 05/22/200S UL (TST 1740) ASTM D3161 OSNK22800 06/22/200S UL (TST 1740) ASTM D3462 R684 09/21/2005 UL (TST 1740) ASTM D7158 OSNK08037 06/28/2006 UL(TST 1740) ASTM D3161 & 03462 09CA28873 07/23/2009 UL (TST 1740) ASTM D3462 10CA41303 10/07/2010 UL(TST 1740) ASTM D3161 IOCA41303 10/08/2010 UL (TST 1740) ASTM D7158 10CA41303 10/27/2010 UL (TST 1740) ASTM D3161 & 03462 10CA44960 11/11/2010 UL LLC (TST 9628) ASTM D3161, D3462 & D7158 13CA32897 11/21/2013 UL LLC (TST 9628) ASTM D3161, D3462 TFWZ.R684 04/22/2014 UL LLC (TST 9628) ASTM D7158 TGAH.R684 04/22/2014 UL LLC (TST 9628) ASTM 03161 & D3462 4786334434 09/16/2014 UL LLC (TST 9628) ASTM 03161 & D3462 4786570826 02/12/2015 UL LLC (TST 9628) ASTM 03161, D3462 & D7158 4786570717 12/16/2015 UL LLC (TST 9628) ASTM D3161 & D3462 4787195678 02/09/2016 UL LLC (TST 9628) ASTM 03161, D3462 & 07158 4787380356 10/26/2016 ULLLC (TST 9628) ASTM D3462 4787380357 10/13/2016 UL LLC (TST 9628) ASTM D7158 47873803S7 11/08/2016 UL LLC (TST 9628) ASTM D3161 4787380357 11/09/2016 UL LLC (QUA 9625) Quality Control Service Confirmation Exp. 07/03/2017 Exterior Research and Design, LLC. Evaluation Report 3S32.09.05-11I1 Cert# kate *I AuthorhaNan C9503 FBC NON-HVHZ EVALUATION FLS444-RIO Revision 11: 12/08/2016 Page 2 of 12 i i4. PRODUCT DESCRIPTION: TRINITY ERA 4.1 CT20'", XTr" 2S, XT` 30 and XT'" 30 IR are fiberglass reinforced, 3-tab asphalt roof shingles. 4.2 Arcadia'", Belmont'", Carriage House Shangle*, Grand Manor Shangle°, Landmark'", Landmark" IR, Landmark'" Pro, Landmark'" Premium, Landmark" TL, Landmark' Solarls and Landmark"" Solaris IR are fiberglass reinforced, laminated asphalt roof shingles. 4.3 NorthGate'" is a fiberglass reinforced, laminated, SBS modified bitumen roof shingle. 4.4 Presidential Shake'", Presidential Shake' IR, Presidential Shake TL'" and Presidential Solarls'" are fiberglass reinforced, architectural asphalt roof shingles. 4.5 Hatteras'", Highland Slate" and Highland Slate'" IR are fiberglass reinforced, 4-tab asphalt roof shingles. 4.6 Patriot'" is a fiberglass reinforced asphalt roof strip -shingle (with no cut-outs) providing a laminated appearance through an intermittent shadow line with contrasting blend drops for color definition. 4.7 Presidential Accessory, Accessory for Hatteras, Shangle Ridge'", Shadow Ridge'", Cedar Crest"", Cedar Crest'" IR, NorthGate Ridge and NorthGate Accessory are fiberglass reinforced accessory shingles for hip and ridge installation. 4.8 Any of the above listed shingles may be produced In AR (algae resistant) versions. S. LIMITATIONS: 5.1 This is a building code evaluation. Neither TrinityJERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 5.2 This Evaluation Report is not for use in the HVH2 5.3 Fire Classification is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory for fire ratings of this product. 5.4 Wind Classification: 5.4.1 All shingles noted herein are Classified in accordance with FBC Tables 1S07.2.7.1 and R90S.2.6.1 to ASTM D3161, Class F and/or ASTM D71S8, Class H, Indicating the shingles are acceptable for us in all wind zones up to V,td = 150 mph (V„It = 194 mph). Refer to Section 6 for Installation requirements to meet this wind rating. 5.4.2 Presidential Accessory, Accessory for Hatteras, Shangle Ridge, Shadow Ridge, Cedar Crest, NorthGate Ridge and NorthGate Accessory hip & ridge shingles have been evaluated in accordance with ASTM D3161, Class F. All except NorthGate Ridge and NorthGate Accessory require use of BASF Sonolastic NP 1 adhesive or Henkel PLO Polyurethane Roof & Flashing Sealant, applied as specified in manufacturer's application instructions, for use in wind zones up to V,sd = 150 mph (V„It = 194 mph). 5.4.3 Classification by ASTM D7158 applies to exposure category B or C and a building height of 60 feet or less. Calculations by a qualified design professional are required for conditions outside these limitations. Contact the shingle manufacturer for data specific to each shingle. 5.4.3.1 Analysis in accordance with ASTM D7158 indicates the measured uplift resistance (RT) for the CertainTeed asphalt roofing shingles listed in Section 4.1 through 4.6 (except Presidential Solarls'") exceeds the calculated uplift force (FT) at a maximum design wind speed of V,td = ISO mph (V„It = 194 mph) for residential buildings located in Exposure D conditions with no topographical variations (flat terrain) having a mean roof height less than or equal to 60 feet. The shingles are permissible under Code for installation in these conditions using the installation procedures detailed in this Evaluation Report and CertainTeed minimum requirements, subject to minimum codified fastening requirements established within any local jurisdiction, which shall take precedence. 5.5 All products in the roof assembly shall have quality assurance audits in accordance with the Florida Building Code and F.A.C. Rule 61G20-3. Exterior Research and Design, I.I.C. Evaluation Report 3532.09.05-All Cerd lcate of AuthoAcatlon #9503 FBC NON-HVH2 EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 3 of 12 TRINITY f ERD 6. INSTALLATION: 6.1 Roof deck, slope, underlayment and fasteners shall comply with FBC 1S07.2 / R905.2 and the shingle manufacturer's minimum requirements. 6.1.1 Underlayment shall be acceptable to CertainTeed Corporation and shall hold current Florida Statewide Product Approval, or be Locally Approved per Rule 61G20-3, per FBC Sections 1S07.2.3, 1507.2.4 or R90S.2.3. 6.2 Installation of asphalt shingles shall comply with the CertainTeed Corporation current published instructions, using minimum four (4) nails per shingle in accordance with FBC 1SO7.2.7 or Section R90S.2.6 and the minimum requirements herein. 6.2.1 Fasteners shall be in accordance with manufacturers published requirements, but not less than FBC 1507.2.6 or R905.2.5. Staples are not permitted. 6.2.2 Where the roof slope exceeds 21 units vertical in 12 units horizontal, use the "Steep Slope" directions. 6.3 CertainTeed asphalt shingles are acceptable for use in reroof (tear -off) or recover applications, subject to the limitations set forth in FBC Section 1510 and CertainTeed published installation instructions. 6.4 •CT20r", XT" 25, XT"' 30, XT'" 30 IR: rnw nun treunean tIOPE STEEP SLOPE ENGLISH 12 12" 12 305 mm)— (305 urn) (305 mm) t 25 rem)selant 1" (25 rem) 5 s/e'• (145 remSrfj101Abt METRIC _ WIN' 13nh" — 13n/a" — 1"(25mm) —Sealant 1 (25On) li IN- Flguni 11.5: Usefournallsforem"fi ll sblrngfa Use four nslls and six spots of asphalt roofing cement' for every full shingle ( Figura 11-4). Asphalt roofing cement mdeting AM D4586 Type 11 is suggested. l Rooting cement Apply 1" (25 Mn) spats o1 asphalt meting cement under each tab tonal. Figure 11-4. Usefour Palls and sir spotr oftuAdl aru 1 on sleep slopes CAIfrION plcesshe use of roofing cement can cause shingles to blister. 6. 4.1 Hip & Rldne for CT20' XTm 25 XT'" 30, XTI" 301R: Cut Shingles 1 r'-2.•(50nm),Remaweti_ 25 M)r t t t I Ii tf 1 1 cap cap Cap m) Shingle Shingle Shingle Figure 11.24. Ost fats, tbm him back to make cap shingles AWlsb dlnrerulons shou'"). 305 an figure 11.25: 1nslaAallon of reps along The blps and rktm. 6. 4.1.1 For ASTM D3161, Class F performance use BASF "Sonolastice NPi""" adhesive or Henkel "PL' Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. Exterior Research and Design, I.I.C. Certificate of Authorlratlon a9503 FBC NON-HVHZ EVALUATION Evaluation Report 3532.09.0S-R31 FL5444- R 10 Revision 11: 12/08/2016 Page 4 of 12 6.5 6.5.1 TRINITY i ERD ARCAOIA'"i LOW AND STANDARD SLOPE STEEP SLOPE fist: SIX nails for eten' Nil shingle Inc ve(I as showfl helon: I' in mm) I't7, Gail — t:,d ltv Nm1 Nal lba Fi;nre 9: (at• x& nails f rr evoq full slifu lc. USc SI\ flails and FOUR spots of asphalt mofint cement for tern full shingle as shown helow Apply asphtuh runfing cemetx I°(25 nflfl) front crlge of shiflgle..lsphall mnftflg cen.cal fla:taing . Mf D aV6 lips 11 is suggested. Hip & Ridee for Arcadia': Cedar Crest'", Cedar Crest'" IR f1'Rsttml 1'125aa1-- — F'!, I tro six nrtils awl foar spurs rf aepbeR rrxfing ccnrcrd an sleep slolros. Use two (2), minimum 1%-inch long fasteners per shingle. For the starter shingle, place fastener 1-inch from each side edge and about 2-inch up from the starter shingle's exposed butt edge, ensuring minimum inch embedment into the deck, or full penetration through the deck. For each full Cedar Crest shingle, place fasteners 8-5/8-inch up from its exposed butt edge and 1-inch from each side edge. For ASTM 03161, Class F performance use BASF "Sonolastic• NP11" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements, to hand -seal Cedar Crest shingles. Apply NP 1 or PL adhesive from the middle of the shingle's raised overlay on the top piece and extending approximately 4-inch along the sides of the headlap along a line % to 1-inch from each side of the shingle's headlap. Immediately align and apply the overlying shingle, gently pressing tab sides into the adhesive,.and install nails. To secure the other side, apply a 1-inch diameter spot of NP 1 or Pl. adhesive between the shingle layers. Exterior Research and Design, U.C. Certilleate o/Authortzatlon M02 FOC NON•HVHI EVALUATION Hand -sealing adhesive 1/4" 4 314" I+— 1° Dab of asphalt cement between shingle layers Evaluation Report 3532.09.0-1111 FL5444-R10 Revision 11:12/08/2016 Page S of 12 6.6 BELMONT"A: Low and Standard Slope 2:12 to 21:12): Use FIVE nails for every full Belmont shingle, located as shown below. W08rtm1 o Addaicntlrails c tampered TRINITY I ERD Steep Slope (greater than 21:12): Use SEVEN nails and EIGHT spots of asphalt roofing cement" for every full Belmont shingle. Apply asphalt roofing cement 1" (25mm) from edge of shingle. See below. Asphalt roofing cement meeting ASTNI D4586 Type II is suggested. BY8' IIA'rAWil 1229nm1ate: I I--1'(SSRmI SW 08 MI 1' ( 25curd `---...I.— A00I g eewa 1: 125 rtm)I 6. 6.1 Hip & Ridge for Belmont': 6. 6.1.1 Option 1: Refer to instructions herein for Cedar Crest'", Cedar Crest'" IR hip and ridge shingles. 6. 6.1.2 Option 2: Shangle' Ridge Figure 17.18: Shang1e" Ridge. I 1 a' Exposure Remove tape from the right side and fasten ITi8' SECOND Fasten they RIGHT leftsideR58FIRST LEFT rlgare 17-19. laslallaflaf ojSbangle® Ridge sbingles on hips and ridges. 6. 6.1.3 For ASTM D3161, Class F performance use BASF "Sonolastic• NP1'1" adhesive or Henkel "PL' Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. d5a. WD ntnl Exterior Research and Design, U.C. Evaluation Report 3532.09.05•R11 eerWicate of Authorization #9503 FBC NON-HVHZ EVALUATION 12/ 09/1 Revision 11: 12/OS/2016 Page 6 of 22 J TRINITY JERD 6.7 I CARRIAGE HOUSE SHANGLE® AND GRAND MANOR SHANGLEm: LOW AND STEEP SLOPE STANDARD SLOPE Uic severe nails mud three .yKns of asphalt roofing cemem for every 1:5c five n 1i1. far every fill Sluugle' fill) (il old'M n or \Ilallgle. (Ite fife nails am11111e1e Slims (1(asphall mitail; centew ((it every full Carriage Ilouse Shangle and Centenmlal Size. Apply agdcdt artlfal; rrluca( 1' (1S room) (nrol alge of shiligle P/gnrtl /7 5). Aspha4 Haling cement mecling A.STM (14S:161111e II 1" _p• TI Is suggested. as ram) (25 mm) as. 1 (3B mm) 16Iruo) (220nuo) t' "103 1.7gum /7. t fLre/Lr: Hal/r jnr rvrry fill Gnrnd Alauara'hanl;Jre r-- sai- ` Hal GanluAvrlMlucB(wuglamrfenlrnnlulSLdr. lomm(220mmq1l 17 nrre 17-5: Wbrn rrslydlOrg Cnrraf .t4rnnrSBdnglr s nu sleep doper. rue sat en reps end ibre spou afarphaU m ying Murarr. 6.7.1 Hip & Ridge for Carriage House Shangle° and Grand Manor Shanele: Refer to instructions herein for Shangle° Ridge hip and ridge shingles 6.8 LANDMARK'"', LANDMARK'" IR, iANDMARK" PRO, LAANDMARK'"' PREMIUM, LANDMARK'"' TL, LANOMARK'r" SOLARIS, LANDMARK'"" SOLARIS IR, NORTHGATE: LOW AND STANDARD SLOPE METRIC DIMENSIONS 12" 143/4" 17' 1--(305 mmr---(315 mm)-y —(305 aim) - ICY.f'J?'t.:.•':.t it ;'r0 Relrue Tape I" (25 mm) rr• '. Nailablol_ Ama Exterior Research and Design, U.C. Cen/Jlmre Of Authorization rr9SO3 LANDMARK TL 13V 13" 131/2" 343 Mm) —(330 mm)-- --(343 tom)--j I --I" (25 mm) I" (25 aim) --I 1Ygurr l.!•: f::+efan' nnils jar mrq• frill setngfr. NorthGate: wfes IrAIM 17 1AAW se• nFA 1 1305 mm) 375 mro) — 305 mm) -.-I r us mm) H IngLAis upeearVall Sr (2mm AaDng araaa for law and tlandard skpaa (I:om 2:12 to 21:121 Hill betaaon upper A {ran! laws es 1."11 ablrm. f9C NON-HVH2 EVALUATION Evaluation Report 3532.09.OS-RIL f1S444- RID Revision 11:12/08/2016 Page 7 of 12 STEEP SLOPE Use six nails and four slims of :uplKi t rnoling cenheni for every full lamlmued sltiugle. ` e (u1mv. Asphalt roufing cement should trued A.1Tdl 04586 1VIx:If. .yuply I- spots of aspftalt roofing centem trade euclt corner and :d about 12" to 13" lit from each edge. METRIC DIMENSIONS 12"-141a-- 3o5 nm) (375 ram) 1"(25 m(n) ndea a Tape Nal Area -11. - — For Steep'' - J25mm) ---- I Roofing Cement STEEP SLOPE 12"—• 305 mm) 1"(251tvo)- I" 05 nvt TRINITY I ERD LANDMARK TL 131/t— IT' 1392' 343 mm) (330 mm) (343 mm) 1125 mnu) 1'(25 mm)-• J I 1 1„': RwWfina'Cengegrgl 25 mm) (25mm) I Figure 13-5: Use S& nalk ar dfour spots of aspbalt m0fing Cement on steep slopes NorthGate: 12' 14-314' 12' 1---(305 mm)--— (375 mmj-- --(305 mm}— Nalin imis 1 25 mm betty alter 1'(25 mm lrcnaitna h Nailing areas for steep slopes (greator than 21:12) and "Storm -Nailing" Nail between lower 2 nail Ines as shogun above. 6.8.1 Hip & Rid13e for Landmark"" Landmark'" IR Landmark'" Pro Landmark'" Premium, Landmark' TL, Landmark'" Solaris Landmark'' Solaris IR, NorthGate: 6.8.1.1 Option 1: Shadow Ridge'" or NothGate Accessory IT 9718' 305mm) 50 m) q15/iri— 4t5/t(i g'— — 6' (12Smm) (125mm) 1SOmm) (Isomm) _ Notch for Notch for CenteringCentering 131/4' i 7337rnm) LUMotchestorAlIgnmeatto Notches for Aiignrront to75X the Top Edge of the Previous (tom) e of the Prevous (196mm) I Cap(orS'(125ntm)Exposure L _Wirint F*posure — English Dimension Metric Dimension Shadow Ridge'" Shadow Ridge - Exterior Research and Design, U.C. Evaluation Report 3S32.09.0S-R31 Certg&ote of Authorization 09S03 FBC NON-HVH2 EVALUATION FLS444-R10 Revision 11: 12/08/2016 Page 8 of 12 t TRINITY j ERD 9 27.32' 25g m u; 4 1&16' 1125 uaq I 13 1/8" II— -(333 min) Cr m4 fteh 65/8'-I.4-5 5-8'- 168mm)II III 168mm II 112114- 337 mm) I CenteringAlignthus Notch1itettotop , 5. tl 13 i/4' , , ; nigc nt (toe mn) p1r"ritM1R tool:e 2 \ % Ioso I i' n1 odign s 745 notches d top ( 19I mm) edge d 1 ions course. tr NorthGate Ridge NorthGate Accessory 12' 30 5inm) ` I Laying Notch I I 5'(12501n) I I I ExP,lsurr. I _..m,7AD' I figure 13-20.• Use !Tying notebw to cankr sbingias an Gips and. ridges, and to locao Me correct aiposum 6.8.1.2 For ASTM 03161, Class F performance use BASF "Sonolastic° NPlm" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. 6.8.1.3 Option 2: Refer to instructions herein for Cedar Crest'", Cedar Crest' IR hip and ridge shingles. Exterior Research and Oesign, I.I.C. Evaluation Report 3532.09.05-RII CerNJkate Of Authorization 09503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 9 of 12 fRINITYIERD 6.9 PRESIDENTIAL SHAKE'", PRESIDENTIAL- SHAKE'" IR, PRESIDENTIAL SHAKE TV", PRESIDENTIAL SOLARIS'": LOW AND STANDARD SLOPE: sG! For low and standard slopes, use five nails for each full Presidential shingle as shown below. Nalting 4(r Guide Lines (1016 mm) 5 1 /4' 1:13mm) 141/4' 117. 38 n1m) 362 mm) NOTE: Apply nails on painted guideline. Figure 16-& fastening Pfesidenda! mid Asridenild TL SGnhe es on Iola ahAstm dank slopes STEEP SLOPE: For steep slopes, use nine nails for each full Presidential shingle and apply I' diameter spots of asphalt roofing cement under each shingle tab. After applying S nags in between die nalling guide lilies, apply 4 nails 1' above lab cutouts making certain tabs of overl}Ing shingle cover nails. T 1' diameter asphalt tuonng cement t ng Flguie 16-7., fintentng PrcrlAenlld and Preslffenrlal T/L Slake sbitgles on steep slopes. 6.9.1 Hip & Ridee for Presidential Shake'" Presidential Shake'" IR Presidential Shake TV". Presidential Solaris'"' 6.9.1.1 Option 1: Presidential Accessory PRESIDENTIAL ACCESSORY Presidential accessory shingles can be used for covering hips and ridges. Apply shingles up to the ridge (expose no more (ball 7' from the bottom edge of the "tooth." Fasten each accessory with two fas- tener's. The fasteners must be 13/4, long or longer, so they penetrate either 3/4"' into the deck or completely through die deck. Presidential accessory comes in. two different sizes: Accessory produced In Blrminghatn,.AL•1s 12' x 12"; Portland, OR produces 97/a' x t31/4" accessory. 6.9.1.2 for ASTM 03161, Class F performance use BASF "Sonolastic• NP1'"" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. 6.9.1.3 Option 2: Refer to Instructions herein for Cedar Crest'", Cedar Crest' IR hip and ridge shingles. 6.10 HATTERAS7M' i y IOW, STANOARO AND SLEEP SLOPE: rT m1n) ' 9 1--1* lil<imndRtO nm) vw • - g IaI lipm ts•.t: I'rcrtrui g ttnfiem. 01fi0es no Gar aaASlnl"l4nf.Vo/Ms rot Ie1f 311d 0=60.1114VS. asc GIc mils (or each (all liracna dllnRlc as Own nlaac. y*— I9aye• 1240 MM) naollaato111en1-- ,----- L - t F un• I s. )• fmN•rdry; ff•Mms tMgiJn .e.drrP Vn/.f stir unyl daps,, me five a:ulh and Agla <Iqn of mpllail ruoana kr"r1a fw r.rh fail IIAlrras SidnJ00 AS Sbwa abme. APPIr I' l5mm11021aelet Spat; of Mean: ceu01141 (&%r&l 0 4596 Apr 11 w(;•exal) water rarh 111b colacr. I,rudshinec Into pWcr. MI as C%Pase cemeul CA11 WR: Tan nitwit MIn(a1g ura,ip On Cause Shing!" w 14islef. Exterior Research and Oesign, U.C. Evaluation Report 3S32.09.OS-R11 eerti/leate *I Authorization 09S03 FEC NON•HVHZ EVALUATION FLS444-R10 Revision 11: 12/08/2016 Page 10 of 12 J TRINITYERD 6.10.1 Hip & Ridge for Hatteras`": 6.10.1.1 Option 1: Accessory for Hatteras 2 F! Figure 15-14: 18 tbree piece rinits separate to stake 54 Hatteras Acrassory sbtngfe4 6.10.1.2 Option 2: Cut Hatteras Shingles r-91, 230 mm)l I I I I I rg" Ig" (460 y--- -- I(203fnm)I _— ; s d 5 246mm) Cap Cap Shingle Shingle Cap Cap Shingle Shingle Ptgure 15-10: Cut Hatteras shin& to make coder cap. FtRure 15-21. Installation of caps along hips and ridge 6.10.1.3 For ASTM D3161, Class F performance use BASF "Sonolastic• NPia"' adhesive or Henkel PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. 6.11 HIGHLANG SLATE'", HIGHLAND SLATE"' IR: f LOW AND STANDARD SLOPE: STEEP SLOPE: MO." niAnA aqd" Sulndho"Aalb irWlbd ow nro" 001A #A OlO". Figure l I •,T: Uw F17 finite for cvmy HlgWafd Stnlo rbingla Ilse P1%% naps and IIGHT spots of asphalt roofing cement• lot each f d! Highland Slate shingle. Pot Miami VMe, SIK nails are required. Apply I' dlameter spots of asphalt roofing Cement under each lob corner. Asphalt tooling cement meeting ASTM D4596 Type It Is suggested. oi.M yu.p t+si..9 Pb^q I or:v tn;110 W Wn.aairgaru 1. 6mm1 ua10 Obi" aMadu 0 , Irmltl owrtr4t AO"".t RoofingCanora FiVan 1 ! •JA: Use RYE nails and qrW spots ofatpbal! rdofrat It unall alder eaeb tab corner. CAIrr1UN: fiscessNe use of coonag cement can Cause shingles to blister. 6.11.1 Hip & Ridge for Highland Slate'". Hizhland Slate" IR: Refer to instructions herein for Cedar Crest'", Cedar Crest'" IR or Shangle Ridge'" hip and ridge shingles. Exterior Research and Design, I.I.C. Certitkote of Authorization a9503 FBC NON-HVHZ EVALUATION Evaluation Report 3S32.09.OS-Rll FLS444-RLO Revision 11: 12/08/201.6 Page 11 of 12 TRINITY!; ERD 6.12 PATRIOT'": LOW AND STANDARD SLOPE STEEP SLOPE We f0111t nails lily every full shingle hu.uctl as shown 1)(40%V. Smlanl LN . I ITyTpl !A3%t `f— i+,ltcni Uw F0111i nails :old four %(mils of aspllah muting crmeol for ewly full sll(ugle as ahowo Imam: Asphalt nxifiug ctitiuent nmCtiiq AJTNI II458( Tylx• If it su`,UI(l. Apply I'Ni nunl slmlts u(aslillah nKding cullent :li shown. CALrI10iX: F\Cessiee u.<e of roofing rena•nt can (take shin, t- to hlLa er. f :P•r I •.YIP. n'Y - _ — _ — 13rau l •_ I r - Roan" ermeat I`mv ~~ any 'I` Mr.-4 6.12.1 Hip & Ridge for Patriot'": Refer to instructions herein for Cedar Crest'", Cedar Crest'" IR, Shadow Ridge'", NorthGate or Shangle Ridge'" hip and ridge shingles. 7. LABELING: 7.1 Each unit shall bear a permanent label with the manufacturer's name, logo, city, state and logo of the Accredited Quality Assurance Agency noted herein. 7.2 Asphalt shingle wrappers shall indicate compliance with one of the required classifications detailed in FBC Table 1507.2.7.1 / R905.2.6.1. 8. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. 9. MANUFACTURING PLANTS: Contact the named QA entity for information on which plants produce products covered by Florida Rule 61G20-3 Q4 requirements. 10. QUALITY ASSURANCE ENTITY: UL LLC — QUA9625; (414) 248-6409; karen.buchmann@us.ul.com END OF EVALUATION REPORT - Exterior Research and Design, U.C. Evaluation Report 3532.09.OS-Rll Certificate ofAuthor(tation C9503 FSC NON-HVHZ EVALUATION fLS444•R10 Revision 11: 12/08/2016 Page 12 of 12 EXTERIOR RESEARCH & DESIGN, I.I.C. 1 ( ; r Certificate oJAuthorization p9503 1 i 353 CHRISTIAN STREET, UNIT #13 t TRINITY ERD OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 EVALUATION REPORT CertainTeed Corporation Evaluation Report 3532.09.05-1111 20 Moores Road FL5444-R10 Malvern, PA 19355 Date of Issuance: 09/22/2005 Revision 11: 12/08/2016 SCOPE: This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the Sth Edition (2014) Florida Building Code sections noted herein. DESCRIPTION: CertainTeed Asphalt Roofing Shingles. LABELING: Labeling shall be in accordance with the requirements of the Accredited Quality Assurance Agency noted herein and FBC 1507.2.7.1 / R90S.2.6.1 CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. TrinityJERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words "TrinitylERO Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 12. Prepared by: Robert J.M. Nleminen, P.E. Florida Registration No. 59166, Florida OCA ANE1983 Me lacdmge seal appearing was autherlred by Robert Nleminen, P.E. on t2/08/2016. This does not terse as an electronically signed dooment. Signed, seated hardcoples have been transmitted to the Product Approval Admrnlsteatoe and to the named cgent CERTIFICATION OF INOEPENOENCE: 1. TrinityjERD does not have, nor does it intend to acquire or will it acquire, a financial interest in any company manufacturing or distributing products It evaluates. 2. Trinity I ERD is not owned, operated or controlled by any company manufacturing or distributing products It evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nleminen, P.E. does not have, nor will acquire, a financial interest in any other entity involved In the approval process of the product. S. This is a building code evaluation. Neither Trinity IERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, Is/was used for permitting or design guidance unless retained specifically for that purpose. J TRINITY I ERD ROOFING SYSTEMS EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Asphalt Shingles Compliance Statement: CertainTeed Asphalt Roofing Shingles, as produced by CertainTeed Corporation, have demonstrated compliance with the following sections of the St" Edition (2014) Florida Building Code and St" Edition 2014) Florida Building Code, Residential Volume through testing in accordance with the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section Property Standard Year 1507.2.5, R905.2.4 Physical Properties ASTM D3462 2009 1507.2.7.1, R905.2.6.1 Wind Resistance ASTM 03161, Class F 2009 1507.2.7.1, R905.2.6.1 Wind Resistance ASTM 07158, Class H 2O08 3. REFERENCES: Kaiitf Examination Reference Date UL (TST 1740) ASTM D3161 94NK9632 05/1S/1998 UL (TST 1740) ASTM D3161 99NK26506 11/23/1999 UL (TST 1740) ASTM D3161 03CA12702 05/27/2003 UL (TST 1740) ASTM D3161 03CA12702 06/16/2003 UL (TST 1740) ASTM D3161 03NK29847 10/03/2003 UL (TST 1740) ASTM D3161 04CA11329 05/24/2004 UL(TST 1740) ASTM D3161 04CA32986 12/03/2004 UL (TST 1740) ASTM D3161 OSNK07049 04/15/2005 UL (TST 1740) ASTM D3161 OSNK16778 05/12/2005 UL (TST 1740) ASTM D3161 OSCA16778 05/12/2005 UL (TST 1740) ASTM D3161 05NK14836 05/22/200S UL (TST 1740) ASTM D3161 OSNK22800 06/22/2005 UL (TST 1740) ASTM D3462 R684 09/21/2005 UL (TST 1740) ASTM D7158 OSNK08037 06/28/2006 UL(TST 1740) ASTM D3161 & D3462 09CA28873 07/23/2009 UL (TST 1740) ASTM D3462 IOCA41303 10/07/2010 UL (TST 1740) ASTM D3161 IOCA41303 10/08/2010 UL (TST 1740) ASTM D7158 IOCA41303 10/27/2010 UL (TST 1740) ASTM D3161 & D3462 IOCA44960 11/11/2010 UL LLC (TST 9628) ASTM D3161, D3462 & D7158 13CA32897 11/21/2013 UL LLC (TST 9628) ASTM 03161, D3462 TFWZ.R684 04/22/2014 UL LLC (TST 9628) ASTM 07158 TGAH.R684 04/22/2014 ULLLC (TST 9628) ASTM D3161 & D3462 4786334434 09/16/2014 UL LLC (TST 9628) ASTM D3161 & D3462 4786570826 02/12/201S UL LLC (TST 9628) ASTM 03161, D3462 & 07158 4786570717 12/16/2015 UL LLC (TST 9628) ASTM D3161 & 03462 4787195678 02/09/2016 UL LLC (TST 9628) ASTM D3161, D3462 & 07158 47873803S6 10/26/2016 ULLLC ( TST 9628) ASTM D3462 4787380357 10/13/2016 ULLLC (TST 9628) ASTM 07158 4787380357 11/08/2016 UL LLC (TST 9628) ASTM D3161 47873803S7 11/09/2016 UL LLC (QUA 9625) Quality Control Service Confirmation Exp. 07/03/2017 Exterior Research and Design, I.I.C. Evaluation Report3S32.09.OS-Rll Certificate Of Authadration 09SO3 FBC NON-HVH2 EVALUATION FLS444-R10 Revision 11: 12/ 08/2016 Page 2 of 12 f TRINITY I ERD 4. PRODUCT DESCRIPTION: 4.1 CT20'", XT' 2S, XT'" 30 and XT" 30 IR are fiberglass reinforced, 3-tab asphalt roof shingles. 4.2 Arcadia'", Belmont"", Carriage House Shangle*, Grand Manor Shangle*, Landmark'", Landmark'" IR, Landmark'" Pro, Landmark' Premium, landmark"' TL, landmark'" Solaris and landmark' Solaris IR are fiberglass reinforced, laminated asphalt roof shingles. 4.3 NorthGate'" is a fiberglass reinforced, laminated, SBS modified bitumen roof shingle. 4.4 Presidential Shake'", Presidential Shake'" IR, Presidential Shake TV" and Presidential Solaris'" are fiberglass reinforced, architectural asphalt roof shingles. 4.5 Hatteras'", Highland Slate'" and Highland Slate'" IR are fiberglass reinforced, 4-tab asphalt roof shingles. 4.6 Patriot' is a fiberglass reinforced asphalt roof strip -shingle (with no cut-outs) providing a laminated appearance through an Intermittent shadow line with contrasting blend drops for color definition. 4.7 Presidential Accessory, Accessory for Hatteras, Shangle Ridge'", Shadow Ridge'", Cedar Crest'", Cedar Crest'" IR, NorthGate Ridge and NorthGate Accessory are fiberglass reinforced accessory shingles for hip and ridge installation. 4.8 Any of the above listed shingles may be produced In AR (algae resistant) versions. S. LIMITATIONS: SA This is a building code evaluation. Neither TrinityJERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 5.2 This Evaluation Report is not for use in the HVH2 5.3 Fire Classification Is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory for fire ratings of this product. 5.4 Wind Classification: S.4.1 All shingles noted herein are Classified in accordance with FBC Tables 1S07.2.7.1 and R90S.2.6.1 to ASTM D3161, Class F and/or ASTM D71S8, Class H, Indicating the shingles are acceptable for us in all wind zones up to V„a = 1S0 mph (V„I, = 194 mph). Refer to Section 6 for installation requirements to meet this wind rating. 5.4.2 Presidential Accessory, Accessory for Hatteras, Shangle Ridge, Shadow Ridge, Cedar Crest, NorthGate Ridge and NorthGate Accessory hip & ridge shingles have been evaluated in accordance with ASTM D3161, Class F. All except NorthGate Ridge and NorthGate Accessory require use of BASF Sonolastic NP 1 adhesive or Henkel PLO Polyurethane Roof & Flashing Sealant, applied as specified in manufacturer's application Instructions, for use in wind zones up to V„d =1S0 mph (Vw, =194 mph). 5.4.3 Classification by ASTM D71S8 applies to exposure category 8 or C and a building height of 60 feet or less. Calculations by a qualified design professional are required for conditions outside these limitations. Contact the shingle manufacturer for data specific to each shingle. S.4.3.1 Analysis in accordance with ASTM D71S8 indicates the measured uplift resistance (RA for the CertainTeed asphalt roofing shingles listed in Section 4.1 through 4.6 (except Presidential Solaris'") exceeds the calculated uplift force (FT) at a maximum design wind speed of V„d = 150 mph (Volt = 194 mph) for residential buildings located in Exposure D conditions with no topographical variations (flat terrain) having a mean roof height less than or equal to 60 feet. The shingles are permissible under Code for installation in these conditions using the installation procedures detailed in this Evaluation Report and CertainTeed minimum requirements, subject to minimum codified fastening requirements established within any local jurisdiction, which shall take precedence. 5.5 All products in the roof assembly shall have quality assurance audits in accordance with the Florida Building Code and F.A.C. Rule 61G20-3. Exterior Research and Oeslgn, I.I.C. Evaluation Report 3S32.09.0S-Alt Certificate of Aurhorhadan 0950J FBC NON-HVH2 EVALUATION FLS444-R10 Revision 11: 12/08/2016 Page 3 of 12 TRINITY i ERD 6. INSTALLATION: 6.1 Roof deck, slope, underlayment and fasteners shall comply with FBC iS07.2 / R905.2 and the shingle manufacturer's minimum requirements. 6.1.1 Underlayment shall be acceptable to CertainTeed Corporation and shall hold current Florida Statewide Product Approval, or be Locally Approved per Rule 61G20-3, per FBC Sections iSO7.2.3, 1S07.2.4 or R90S.2.3. 6.2 Installation of asphalt shingles shall comply with the CertainTeed Corporation current published instructions, using minimum four (4) nails per shingle in accordance with FBC 1S07.2.7 or Section R90S.2.6 and the minimum requirements herein. 6.2.1 Fasteners shall be in accordance with manufacturer's published requirements, but not less than FBC 1507.2.6 or R90S.2.S. Staples are not permitted. 6.2.2 Where the roof slope exceeds 21 units vertical in 12 units horizontal, use the "Steep Slope" directions. 6.3 CertainTeed asphalt shingles are acceptable for use in reroof (tear -off) or recover applications, subject to the limitations set forth in FBC Section 1510 and CertainTeed published installation instructions. 6.4 CT20'", XT'" 2S, XT'".30, XT'" 30 IR: . LOW AND STANDARD SLOPE STEEP SLOPE ENGLISN 12" 12" 12" Use four natis and sic spots of asphalt roofing cement' for every NII 305 mn)— (305 mts) (305 nm) shingle (Figure 11-4 ). Asphalt roofing cement meeting ASTM o4536 l L1" (25 rem), 1 lant 1" (25 mm)-«) - Type 11 is suggested. 5 sle" (145 mm) 1 5rl?.Pam .00d T — — — ---- --- METRIC Rooting Cement 25 mm) Soalanl 1" (25 mm) Apply 1" (25 mm) spots of asphalt roaring cement undor each tab corner. 6 rfl Figure 11-1: flsefour nails and str spots ofaspW emitenI on skup slopes CAUTION: Excessive use of roofing cement can cause shingles T to blister. Figure 11.3: Use four naffs for cs+ety full sbingie 6.4.1 Hip & Ridge for CT20'. XT'" 2S. XT' 30, XT'" 30 IR: Cut Shingles 25 mm) i I+ 2'(SOmm) Rrmave- 11 11 1nShinpgfe T I,Itr l 1_—_ f—_— f12" Cap Cap 305mm) Shingle Shingle 1 Figura 11-24. Oil tabs, Then trills back 10 uuiGO cnp shingles Engflsb diumulons sbomn). 5^— 12" (305 mm)' 0 5 ' G- J* a`' la ghaN o l l<` l tt ocaoo Figure 11.25: Instaltalion of caps along tilts bile and ridgm. 6. 4.1.1 For ASTM D3161, Class F performance use BASF "Sonolastic• NPIL""' adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. Exterior Research and Design, I.I.C. Certificate afAuthorisorfon 09503 FBC NON-HVHz EVALUATION Evaluation Report 3532.09.OS-Rlt FL5444- R 10 Revision 11: 12/08/2016 Page 4 of 12 6.S 6.5.1 ARCADIA-: LOW AND STANDARD SLOPE Use SIX nails for every fill shingle Incased as cltnun heloa: t•IEam1 t'(2Smtu— tits Lin ktit we tta Figure 2: tar .ci.r nails fiu• ruegfn11 shingle. TRINITY I ERD STEEP SLOPE Isc S(X n:dls :utd IMIR spots of asphalt tootme ceotent for mrp full I6140c as :I10tc11 I hAV. APPIY aspludt Innfing ccntent 1'(2 . nux) front edge of shingle. ,1spluili nxlfiug cement me..ctiox A.Sr11 0 4386 Tgpe If is suggctctl. Hio & Ridge for Arcadia"": Cedar Crest", Cedar Crest"' IR C) 0 Fig,nr .1 69u six wads and fete spurts ofnspbult nxyn c Cement on steep slopes. Use two (2), minimum 19;-inch long fasteners per shingle. For the starter shingle, place fastener 1-inch from each side edge and about 2-inch up from the starter shingle's exposed butt edge, ensuring minimum Y..-inch embedment into the deck, or full penetration through the deck. For each full Cedar Crest shingle, place fasteners 8-5/8-inch up from its exposed butt edge and 1-inch from each side edge. For ASTM D3161, Class F performance use BASF "Sonolastic" NPi'"" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements, to hand -seal Cedar Crest shingles. Apply NP 1 or PL adhesive from the middle of the shingle's raised overlay on the top piece and extending approximately 4-inch along the sides of the headlap along a line''/. to 1-inch from each side of the shingle's headlap. Immediately align and apply the overlying shingle, gently pressing tab sides into the adhesive, and install nails. To secure the other side, apply a 1-inch diameter spot of NP 1 or PL adhesive between the shingle layers. Exterior Research and Design, U.C. Evaluation Report 3S32.09.05-RII Certificate of Autharliation p9S03 FBC NON•HVH2 EVALUATION FLS444•RIO Revision It: 12/08/2016 Page S of 12 6.6 1 BELMONT' ": Low and Standard Slope 2:12 to 21:12): Use FIVE nails for every full Belmont shingle, located as shown below 58'(16as) o Adl;tictel+ails 8 thrum! n, TRINITY ERD Steep Slope (greater than 21:12): Use SEVEN nails and EIGHT spots of asphalt roofing cement*' for every full Belmont shingle. Apply asphalt roofing cement V (25mm) from edge of shingle. See below. Asphalt roofing cement meeting ASTM D4586 Type II is suggested. f se :la n[ni t' 125 ratd Baal ; Ce:nan 6.6.1 Hip & Ridge for Belmont"': 6.6.1.1 Option 1: Refer to instructions herein for Cedar Crest Cedar Crest"' IR hip and ridge shingles. 6.6.1.2 O t Ion 2: Shangle* Ridge Figure 17.18: Sbmngdeo Ridge. 8' Exposure Remove tape from the right side T and fastenI, i 8• SEC04 Fasten the RIGHTleftsidegse• FIRST LEFT Figure 17.19: Inslallafioll of -bangle® kldga sbingles on blps and ridges. 6.6.1.3 For ASTM 03161, Class F performance use BASF "Sonolastic• NP110" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. Exterior Research and Design, U.C. Evaluation Report 3S32.09.0S-R11 Certificate olAuthocltatlon p9503 FBC NON-HVH2 EVALUATION 1 Revision 11:12/08/12/Og/2016 Page 6 of 12 6.7 6.7.1 6.8 TRINITY ERD CARRIAGE HOUSE SHANGLE® AND GRAND MANOR SHANGLO: LOW AM STEEP SLOPE STANDARD SLOPE Use five (fails for tvery full sleingle. 1" 1 • l----(2S mm) Os =I) 51 8re.. 16 rani w9 mm) E7gurr l7-d: fLteJia• nallr irerrryfill Guard:Ifaanr chnn Je, I,arrirrge Urirrsa 51unf lu ar (:eufruulul Spltr. se seven nails and thnx sixim of aiphAi roofing cement for every Nil Grand Al:nor Vaangle. Ilse• five mails .tad dlrtn s(Kn5 of arydull toiling cent"( for Cray fidl Carnage Hose Shaogle and (:ancnnial Sluc. Apply asphah roofing avnem I' (li nun) from tdgc of shlnRle P(eura 17.5). Asphall roofing cenwn( nacetfng Asni U•ISI((i T)Tn• II Li srggei(cd. INO 1— Sal 125'mm)T -l._._ fytrtir. 17•5• Ifbefl ufstalhip (.'mad.lWncrViaugGs oasteep.dape.,. lose serru flails atilt,brre dull ojaspbrdf mnJirrR rerfleflt Hip & Ridge for Carriage House Shangle"' and Grand Manor Shanele: Refer to instructions herein for Shangle• Ridge hip and ridge shingles LANDMARKI", LANDMARK'•"•'- IR, LANDMARK'."' PRO, LANDMARK'" PREMIUM, LANDMARK'" TL, LANOMARVA SOLARIS, LANDMARK'" SOLARIS IR, NORTHGATE: f LOW AND STANDARD SLOPE METRIC DIMENSIONS 12" 143/4" 17, 1--(305 mm)-- --(315 mm)- —(305 mm)--{ e2410Awr.r_•.m. a•wr•••m+ee•..aa 111e" mnq fW T. I" (25 NallableF Area Exterior Research and Design, U.C. Certlllcate oJAuthorrtation 09S03 LANDMARK TL 131/Y' 13" 131/2" 1--(343 alm)-- —(330 mm)-- --(343 mm)--1 1" (25 mm) 1" (25 min) -•I - m E 7z/, t7gnm IJ•J: L'sefru r aalLfa. mrq• fidf sbLrgle. NorthGate: xr,E write faF.A It 143r4' 2' M 1305 mm) r~— 1375 mm) (305 mm) -_1 P (25 no) Naling L;m owflat nail Ir s r (23 mm No Ong areas far low and slandard alopes (fvm 7:12 as 21:121 Hill baWaawauRietAWow lootas 0o"nabme. f8C NON-HVHZ EVALUATION Evaluation Report 3S32.09.0S-R11 FL5444- R10 Revision It:12/08/2016 Page 7 of 12 STEEP SLOPE Use sis nails and four spots of asphak roofing cement for every full kuulmae(i shingle.,ce heloa•. Asphak roofing cement Should Otcct AST;N 045861}pe If..1pply I' spots Of :tsph:dt roofing cement mule each comer and at about 12' to 13' lu from elicit edge. METRIC DIMENSIONS 12" — 305 nm) I'-- 1125 an) Nail Area _{ I— ra Sleep.}. 143/4" — Ir— 375 mm) 1 (305 mm) mm)-- A 25 trq LANDMARK TL NorthGate: STEEP 12" 14-31-V SLOPE I-.—(305mm)— 1—(375m NAILING Neilin1 . r1"(25 mm) beh= i 1 TRINITY I ERD e-131/2" 13" 131/2' 343 m(r) (330 mm) (343 ntm) 1"(25 mm) 1"(25 mm)—1 I Ftguts 13.5. Use six naAs.m dfour spots of aspbdi toying cement on steep slopex 12' 305 a 1'(25 min Nailing areas for steep slopes (greator than 21:12) and "Storfn"Nalling" Nail between loaner 2 nail Ones as shown above. 6.8.1 Hip & Rid a for Landmark'" Landmark' IR Landmark'"" Pro landmark"' Premium landmark," TL Landmark' Solaris LandmarkTM Solarls IR, NorthGate: 6.8.1.1 Option 1: Shadow Ridge"' or NothGate Accessory 12' 9718 305mm) (250 m) 415/1fr 415/1C- 0 8 (125mm) (125tom) 150mm) (150mra) Notch for Centering 17 \ 305mm) Notches for AINnment to the Top Edge of the Previous Cap for 5'(125rtm)ExposureL\'— 1 English Dimension Shadow Ridge- Notch for Centerint 131/4' 337mm) to 75/8. f the Previous 196mm) L. N.-Whesdignment 1mm)BgwumL 1 Metric Dimension Shadow Ridge- Evaluation Research and Design, I.I.C. Evaluation Report 3532.09.0S-Rll eutr/kote o/Authorteotion 09So3 f8C NON•HVH2 EVAWATION 1 Revision Ll: 12/08/2/08/20116 Page 8 of 12 9 21?32' t ISiIG' (125mm) Ctrtal,q Fk1c6 337 li4' trm) Mqn Mate / 1 MOM 10 top 7 sit, edue al 19< mm) p:,rrOas ctu:rso NorthGate Ridge 5,(125nxn) Exp°suu, TRIRIITY j ERD 13 1B" 333 mm)--- 68 mm I 168 mm i Con 131i4' Notch 337 mm) j Alignsnotches to taptot edged 7 5/8' 19i mm) previous course. r NorthGate Accessory Laying Notch I 1 ff \ \\ \l Reure 13.20.• Use bOng notches to center shingies.on Gips and ri4vA and to loauedda wnsy i expauira 6.8.1.2 for ASTM D3161, Class F performance use BASF ""Sonolastic• NP1'"'" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. 6.8.1.3 Option 2: Refer to instructions herein for Cedar Crest'"", Cedar Crest'" IR hip and ridge shingles. Exterior Exterior Research and Design, U.C. Evaluation Report 3S32.09.0S-R11 Cerrl/ltate of Authornatton a9S03 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 9 of 12 PJ 11 TRINITY I ERD 6.9 PRESIDENTIAL SHAKE'", PRESIDENTIAL SHAKE' IR, PRESIOENTIAL SHAKE TV", PRESIDENTIAL SMARTS'": LOW AND STANDARD SLOPE: STEEP SLOPE For steep slope;, use vine nails for each full Presidential shingle andForlowandstandardslopes, use five nails for each full Presidential apply I' diameter spots of asphalt rooting cement under each shingle tab. shingle as shown below. After applying S nails in between the nailing guide Wles, apply 4 nads v Nallitto 40" --_+ above lab cutouts making certain tabs of owerl)lug shingle cover cads aide Uncs (1016 mm) S lid' - 183mm) • 141/4- 1 12 W nnn) (362 mm) 11i NOTE: Apply nalls on painted guideline. Figure 16.6 Fujening PmnkAmuat and PresidmUd TL SLalm I' dianmtar Asphalt ruofing cement sbtng/es on kola and standard slope Figure 16-7: fastening Fratidenttal and PterrtfcnJlat T/L Sbake sbhwles on steep s/opew 6.9.1 Hip & Ridge for Presidential Shake', Presidential Shake'" IR. Presidential Shake TL'". Presidential Solarlsm: 6.9.1.1 Option 1: Presidential Accessory PRESIDENTIAL ACCESSORY Presidential accessory shingles can be used for.covering Hips and ridges. Apply shingles up to the ridge (expose no more titan 7' from the bottom edge of the "tooth." Fasten each accessory with two fas- teners. The fasteners must be 13/4' long or longer, so they penetrate either 3/4"Into the deck or completely through the deck. PresidenUal accessory comes in two different sizes: Accessory produced in Birmingham, AL -Is 12' x 12'; Portland, OR produces 97/s' x 131/4: accessory. 6.9.1.2 For ASTM 03161, Class F performance use BASF "Sonolastic• NP11" adhesive or Henkel "PL° Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. 6.9.1.3 Option 2: Refer to instructions herein for Cedar Crest'", Cedar Crest'" IR hip and ridge shingles. 6.10 I . HATTERASr": LOyZ SIANOARO Alto STEEP SLOPE: Firm IS•S.- hrficohlt HallowSbiagta on Law aurl Vialdhad 4oper F)r Itnr and sundartl dopes. Ilse fire nails for aril full Ilallerst s1tlorje. a.: Awnit abum. trVv It.); mwmiq IWarmaa -sk, ae anrj, Mom kre ahp tlnpe,, a>e fire nadt and Nglu .1u.s of mqA ant nut iag ccmeal for cal h Eon 1U11CM s 1111,0• AS :haul .Ihma .ygdr V MMM) inanntt t nut of mo6ng ecurcul fAtiTV n •l ilb 111x• 11 win-tcd) uoih-r tadt lab COMM. Pnac 54du;$% Into 1dxr, Al am tapnse cemnu. C MON: Tar much ("dins cnann rue came Airgdet III hlisler. Exterior Research and Design, U.C. Evaluation Report 3S32.09.OS-R1L Certificate ofAuthodration 119SO3 FBC NON-HVH2 EVALUATION FLS444-R10 Revision 11: 12/08/2016 Page 10 of 12 TRINITY JERD 6.10.1 Hip & Ridge for Hatteras'": 6.10.1.1 Option 1: Accessory for Hatteras Figure 15-14. 18 threeplece units separate to make 54 Hatteras Accessory shingles 6. 10.1.2 Option 2: Cut Hatteras Shingles 9.. 230 ram) I I g" y--- I--- 18" 203ram)I _— r Cap Shingle Cap Shingle Cap Shingle Cap Shingle Figure 15-20: Cut Hatteras shingles to make cove' cap. Figure 15-21. Installation of caps along hips and ridges 6. 10.1.3 for ASTM D3161, Class F performance use BASF "Sonolastico NP11" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. 6. 11 HIGI•ILAND SLATE —,"HIGHLAND SLATE'." IR: LOW AND STANDARD SLOPE SHIP SLOPE: Ike FMK nails and EIGHT spots of asphalt roofing cement* for each rat q nr. cn..e aw.w full Highland Slate shingle. Por AuamiAade, Slit wtlls are required. Apply 1' diameter spots of asph It roofing cement under each lab as wy comer. Asphalt roofing cement mceflng AS1M Wi86 Tyre It Is suggested. L wer M trn..t CHs i r ta. Ktl.r t«ar. Sill tad. tlatith t•Rbmtp m. at- - T aaa.. ttu.ai Uan.tkmnqun.gffiz. 4-, oflguro II•,y: Use RFW nallr far tarry MgMand Snare sbhlgla oast a rb.et Camera Flours Il •jk Ma AV6 wilt and e4ot tpott ofatpbdl monp m ml s(ndor em:b cab 4»rner. CAII' r1UN: liacesslfe use of roofing cement Call Cause shinf)es to buster. 6. 11.1 Hip & Ridge for Hiehland Slate"". Hiehland Slate'" IR: Refer to instructions herein for Cedar Crest"", Cedar Crest'" IR or Shangle Ridge'" hip and ridge shingles. Exterior Research and Design, U.C. Evaluation Report 3532.09.OS-Rll certificate ofAuthoritation 09SO3 FBC NON-HVH2 EVALUATION FLS444-R10 Revision It: 12/08/2016 Page 11 of 12 6.12 I PATRIOT'": LOW AND STANDARD SLOPE Use FOUR nails fur cvm full shingle loatled a: Shaba hclolc. Iw rrt1A' l•"Srml _ — — _ — r 1'inrr..j-- - TRINITY I ERD l :<e 1`01.11t aatla :Ind (nor spots of asphall rnofiug Cement for even• full hiugle as shnu•It I><lua::1sph:dt taofiug cemclu mcaiug:ItiT11 Utiisti Type It is suggeatcd. Apply I'(1i nun) stalls of asph:d( roofing cCuall :n shown. C.AUI70\: liNcessice use of runfinp eelut•nl Caa duce simples to blister. ISsarq i i _ II!rrW tltarl i1Atr,l+ o-, r I :"• n:, — — — rGsae--: — 1:lmq (• ri . l Mailay Lament Ims adapi Ilf!:e: (;U" 6.12.1 Hip & Ridge for Patriot': Refer to instructions herein for Cedar Crest', Cedar Crest"' IR, Shadow Ridge', NorthGate or Shangle Ridge' hip and ridge shingles. 7. LABELING: 7.1 Each unit shall bear a permanent label with the manufacturer's name, logo, city, state and logo of the Accredited Quality Assurance Agency noted herein. 7.2 Asphalt shingle wrappers shall indicate compliance with one of the required classifications detailed in FBC Table 1507.2.7.1 / R90S.2.6.1. 8. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. 9. MANUFACTURING PLANTS: Contact the named CIA entity for information on which plants produce products covered by Florida Rule 61G20-3 QA requirements. 10. QUALITY ASSURANCE ENTITY: UL LLC — QUA9625; (414) 248-6409; karen.buchmann@us.ul.com END OF EVALUATION REPORT - Exterior Research and Design, I.I.C. Certificate of Authorltallon #9S03 FSC NON•HVH2 EVALUATION Evaluation Report 3S32.09.0S-R11 FLS444-R10 Revision 11:12/08/2016 Page 12 of 12 w Florida fluiiding Code Online wra Ica • _ oam Y scis Home Log In I User Registration I Hot Topics Submit Surcharge Stats & Facts ( Publications I FeC Staff I aGs site Map Unks Search Florida q, ir o '+ Product Approval P USER: Public User YtJ i01 Product Aonrnval Menu > PfMu[t r peek alien c-rrh > Aeollcerlan list > Application Oetall FL # FL15216-R2 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer InterWrap, Inc. Address/Phone/Email 32923 Mission Way Mission, NON -US 00000 551) 574-2939 mtupas@interwrap.com Authorized Signature Eduardo Lozano elozano@interwr-jp.com Technical Representative Eduardo Lozano Address/Phone/Email 32923 Mission Way Mission, NON -US 00000 . 778)945-2891 elozano@interwrap.com Quality Assurance Representative Address/Phone/Email Category Roofing Subcategory Underlayments Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed the Robert Nieminen Evaluation Report Florida License PE-59166 Quality Assurance Entity Intertek Testing Services NA, Inc. Quality Assurance Contract•Explration Date 11/17/2017 Validated By John W. Knezevich, PE El Validation Checklist - Hardcopy Received Certificate of Independence FL1S216 R2 COI 201S 0i COI Nieminen odf Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code http://www.floridabuilding,oriVprlpr-app dd-aspx7pwam-wGEVXQwtpgv3yVVKJZIQRAdby12ugkQGQyfjaHhVeiOpVSvxwSdCoQ6A3d%3d(812412017 1:57:59.PM) .... 1 Florida Building Code Online 1507.2.3 1507.5.3 1507.8.3 1507.9.3 1507.9.5 T1507.8 Product Approval Method Method 2 Option 8 Date Submitted 04/28/2015 Date Validated 04/29/2015 Date Pending FBC Approval 05/04/2015 Date Approved 06/23/2015 Summary of Products FL # Model, Number or Name Description 15216.1 RhinoRoof Underlayments Synthetic roof underlayments Limits of Use Installation Instructions Approved for use In HVHZ: No FLIS216 R2 II 201S 04 FINAL FR INTFRWRAP RHINOROOF FLIS216- R2.RdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A Verified By: Robert Nleminen PE-59166 Design Pressure: N/A Created by Independent Third Party: Yes Other: See ER Section 5 for Limits of Use. Evaluation Reports FL1S216 R2 AF 201S 04 FINAL ER INTFRWRAP RHINOROOF FL1S216- R2.pdf Created by Independent Third Party: Yes B:1 Lif MCK Contact us :: 2601 Blair Stone Road. Tallahassee FL 32399 Phone: ASO-487-1824 The State of Florida Is an AAJEEO employer. Mevdaht 2007-2013 crate of Flnrlda. ;; Prtvaev Statement :: Accessinalty Staromont :: Refund Sratement Under Florida law, email addresses are public records. If you do not want your e-mail address released In response to a public -records request, do not send electronic mail to this entity. instead, contact the office by phone or by traditional mall. If you have any questions, please contact 8S0.487.139S. 'Pursuant to Section ' 4SS.275(1j, Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 4SS, F.S. must provide the Deparonent with an email address If they have one. The emalls provided may be used for oMclal communication with the licensee. However email addresses are public retard. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under Chapter 4SS, F.S., please click here. Product Approval Accepts: Credit Card Safe hap:ll%wm.(loridabuadwg.orglpdpr app.dtl.aspxipamni=%vGEVXQwtOgv3yVVKJZIQRAd1iyl2u8kQGQyljaMVeiOpVSvxwSdCoQ'/.3d%Jd[IV24R0171.57:59.Pq. if TRINITY I ERD EVALUATION REPORT Interwrap, Inc. 32923 Mission Way Mission, BC V2V-6E4 EXTERIOR RESEARCH & DESIGN, I.I.C. Certificate of Authorization #9503 353 CHRISTIAN STREET, UNIT #13 OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 Evaluation Report 140510.02.12-R2 FLiS216-R2 Date of Issuance: 02/17/2012 Canada Revision 2:04/27/2015 SCOPE: This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the Sth Edition (2014) Florida Building Code sections noted herein. DESCRIPTION: RhinoRoof Underlayments LABELING: Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted herein. CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. Trinity) ERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words "Trinity) ERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 3. Prepared by: Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida DCA ANE1983 The heslmlle seat appearM{ was authorized by $tobart Niemlmn, P E. on 04/27/2015. This does not serve es an elecuoniully sWned document Signed, seated hardcopies have been transmitted to the Product Approval Administrator and to the nanwd client CERTIFICATION OF INDEPENDENCE: 1. TrinitylERD does not have, nor does It Intend to acquire or will it acquire, a financial interest In any company manufacturing or distributing products it evaluates. 2. Trinityl ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. S. This Is a building code evaluation. Neither Trinity IERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. VTRINITYIERD ROOFING COMPONENT EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Underlayment Compliance Statement: RhlnoRoof Underlayments, as produced by Interwrap, Inc., has demonstrated compliance with the Intent of following sections of the Florida Building Code through testing in accordance with applicable sections of the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section Properties Standard Year iS07.23, 1S07.5.3, T1507.8, Unrolling, Breaking Strength, Pliability, Loss ASTM D226 2006 1507.83, 1507.9.3, 1507.9.S on Heating 1507.2.3, 1507.5.3, 1507.8.3, Unrolling, Tear Strength, Pliability, Loss on ASTM D4869 2005 1507.9.3 Heating, Liquid Water Transmission, Breaking Strength, Dimensional Stability 3. REFERENCES: 9afitt Examination Reference Date ITS(TST1509) Physical Properties 10OS39395COQ-006 10/27/2011 ITS (TST1509) Physical Properties 100539395COQ-002 10/27/2011 ITS (TST1509) Physical Properties 100539395COQ-006 03/14/2014 ITS (QUA1673) Quality Control Inspection Report 11/17/2014 4. PRODUCT DESCRIPTION: 4.1 RhinoRoof U20 Is a multilayered polymer woven coated synthetic roof underlayment intended as an alternate to ASTM D226, Type I or Type II felt or D4869 Type II felt. RhinoRoof Underlayment is available in 42-inch wide rolls, and can be produced in various other sizes. S. LIMITATIONS: 5.1 S.2 5.3 5.4 5.5 5.6 This is a building code evaluation. Neither Trinity IERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. This Evaluation Report is not for use in the HVH2. Fire Classification is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory or test report from accredited testing agency for fire ratings of this product. RhinoRoof Underlayments may be used with any prepared roof cover where the product is specifically referenced within FBC approval documents. If not listed, a request may be made to the AHJ for approval based on this evaluation combined with supporting data for the prepared roof covering. Allowable roof covers applied atop RhinoRoof Underlayments are follows: TABLE 1: ROOF COVER OPTIONs Underlayment Asphalt Nail -On Tile Foam -On Tile Metal Wood Shakes Slate or Shingles Shingles Simulated Slate RhlnoRoofU20 Yes No No Yes Yes No Exposure Limitations: 5.6.1 RhinoRoof Underlayment shall not be left exposed for longer than 30-days after installation. 6. INSTALLATION: 6.1 RhinoRoof Underlayments shall be installed in accordance with Interwrap, Inc. published installation instructions subject to the Limitations set forth in Section 5 herein and the specifics noted below. 6.2 Install RhinoRoof Underlayments in compliance with manufacturer's published installation instructions and the requirements for ASTM D226, Type I or II or D4869, Type II underlayments in FBC Sections 1507 for the type of prepared roof covering to be installed. Exterior Research and Design, U.C. Evaluation Report 140510.02.12-R2 Certificote of Authorizotion #9503 FL1S216-R2 Revision 2: 04/27/2015 Page 2 of 3 TRINITY I ERD 6.3 Re -fasten any loose decking panels, and check for protruding nail heads. Sweep the substrate thoroughly to remove any dust and debris prior to application. 6.4 RhinoRoof U20: 6.4.1 Fasteners: For exposure < 24 hours, corrosion resistant fasteners may be 1-inch roofing nails with a 3/8-inch diameter head, or 1 those noted in 6.4.2. The use of staples is prohibited. For exposure > 24 hours up to maximum 30 days, corrosion resistant fasteners shall be minimum 1-inch diameter plastic or metal cap nails or FBC HVHZ nails & 1-5/8" diameter tin caps (with the rough edge facing up). The use of staples Is prohibited. 6.4.2 Single Laver: Roof Slope > 4:12: End (vertical) laps shall be minimum 6-inches and side (horizontal) laps shall be minimum 4-Inches. Refer to Interwrap, Inc. recommendations for alternate lap configurations and/or the use of sealant under certain conditions. For exposure < 24 hours, use of every -other fastening location printed on the surface Is acceptable. For exposure > 24 hours up to maximum 30-days, use of every fastening location printed on the surface is required. When batten systems are to be installed atop the underlayment, the underlayment need only be preliminarily attached pending attachment of the battens on the same day. Battens shall not be positioned over cap nails. If this occurs, remove the cap nail and patch the hole in accordance with Interwrap published instructions. i 6.4.3 Double Laver: 2:12 < Roof Slope < 4:12: End (vertical) laps shall be minimum 12-inches and side (horizontal) laps shall be minimum half -sheet -width plus 1-inch. Double layer application; begin by fastening a half -width plus 1-inch starter strip along the eaves. Place a full -width ' sheet over the starter, completely overlapping the starter course. Continue as noted In 6.5, but maintaining minimum half -width plus 1-Inch side (horizontal) laps, resulting In a double -layer application. 7. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. S. MANUFACTURING PLANTS: Contact the manufacturer or the named QA entity for information on plants covered under Rule 61G20-3 OA requirements. 9. QUAUTYASSURANCE ENTITY: Intertek Testing Services NA Inc.-ETL/Warnock Hersey — QUA1673; (604) 520-3321 END OF EVALUATION REPORT - Exterior Research and Design, LLC. Certificate of Authorization p9503 Evaluation Report 140S30.02.12-R2 FL35216-R2 Revision 2: 04/27/201S Page 3 of 3 oJTRINITY I ERD EVALUATION REPORT EXTERIOR RESEARCH & DESIGN, I.I.C. Certificate of Authorization #9503 353 CHRISTIAN STREET, UNIT #13 OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 Interwrap, Inc. Evaluation Report 140510.02.12-112 32923 Mission Way FLiS216-112 Mission, BC V2V-6E4 Date of Issuance: 02/17/2012 Canada Revision 2: 04/27/201S SCOPE: This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the 5t" Edition (2014) Florida Building Code sections noted herein. DESCRIPTION: RhlnoRoof Underlayments LABELING: Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted herein. CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. Trinity) ERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words "Trinity IERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 3. Prepared by: Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida DCAANE1983 The lacslmlle seal appearing was authorized by Robert Nlemkkn, P E. on 04/27/2015. This does not serve as an electronically signed document. Signed, sealed hardcopies have been transmitted to the Product Approval Administrator and to the named client CERTIFICATION OF INDEPENDENCE: 1. TrinitylERD does not have, nor does it intend to acquire or will it acquire, a financial interest in any company manufacturing or distributing products it evaluates. 2. Trinity I ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being Issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. S. This is a building code evaluation. Neither Trinityl ERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. i J TRINITY I ERD ROOFING COMPONENT EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Underlayment Compliance Statement: RhinoRoof Underlayments, as produced by Interwrap, Inc., has demonstrated compliance with the intent of following sections of the Florida Building Code through testing in accordance with applicable sections of the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDAROS: Section Properties Standard Year 1507.2.3, 1507.5.3, T1507.8, Unrolling, Breaking Strength, Pliability, Loss ASTM D226 2006 1S07.8.3, 1507.9.3, 1S07.9.S on Heating 1507.2.3, 1507.5.3, 1507.8.3, Unrolling, Tear Strength, Pliability, Loss on ASTM 04869 2005 1507.9.3 Heating, Liquid Water Transmission, Breaking Strength, Dimensional Stability 3. REFERENCES: Entity Examination Reference Oate ITS (TST1509) Physical Properties 100539395COQ-006 10/27/2011 ITS (TST1509) Physical Properties 100539395COQ-002 10/27/2011 ITS (TST1S09) Physical Properties 10OS39395COQ-006 03/14/2014 ITS (QUA1673) Quality Control Inspection Report 11/17/2014 4. PRODUCT DESCRIPTION: 4.1 RhtnoRoof U20 Is a multilayered polymer woven coated synthetic roof underlayment intended as an alternate to ASTM D226, Type I or Type II felt or D4869 Type II felt. RhinoRoof Underlayment is available in 42-inch wide rolls, and can be produced in various other sizes. S. LIMITATIONS: 5.1 This is a building code evaluation. Neither TrinityJERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 5.2 This Evaluation Report is not for use in the HVH2. S.3 Fire Classification Is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory or test report from accredited testing agency for fire ratings of this product. 5.4 RhinoRoof Underlayments may be used with any prepared roof cover where the product is specifically referenced within FSC approval documents. if not listed, a request may be made to the AH1 for approval based on this evaluation combined with supporting data for the prepared roof covering. S.S Allowable roof covers applied atop RhinoRoof Underlayments are follows: TABLE 1: ROOF COVER OPTIONS Underlayment Asphalt Nall -On Tile foam -On Tile Metal Wood Shakes Slate or Shingles Shingles Simulated Slate RhinoRoof U20 Yes No No Yes I Yes No S.6 Exposure Limitations: 5.6.1 RhinoRoof Underlayment shall not be left exposed for longer than 30-days after installation. 6. INSTALLATION: 6.1 RhinoRoof Underlayments shall be installed in accordance with Interwrap, Inc. published installation instructions subject to the Limitations set forth in Section 5 herein and the specifics noted below. 6.2 Install RhinoRoof Underlayments in compliance with manufacturer's published installation instructions and the requirements for ASTM D226, Type I or II or D4869, Type II underlayments in FBC Sections 1507 for the type of prepared roof covering to be installed. Exterior Research and Oesign, U.C. Certificate oJAuthorizotion #9503 Evaluation Report 140510.02.12-112 FL1S216-R2 Revision 2: 04/27/2015 Page 2 of 3 TRINITY I ERD 6.3 Re -fasten any loose decking panels, and check for protruding nail heads. Sweep the substrate thoroughly to remove any dust and debris prior to application. 6.4 RhinoRoof U20: 6.4.1 Fasteners: For exposure < 24 hours, corrosion resistant fasteners may be 1-Inch roofing nails with a 3/8-inch diameter head, or those noted in 6.4.2. The use of staples is prohibited. For exposure > 24 hours up to maximum 30 days, corrosion resistant fasteners shall be minimum 1-inch diameter plastic or metal cap nails or FBC HVH2 nails & 1-5/8" diameter tin caps (with the rough edge facing up). The use of staples is prohibited. 6.4.2 Single Laver: Roof Slope > 4:12: End (vertical) laps shall be minimum 6-inches and side (horizontal) laps shall be minimum 4-inches. Refer to Interwrap, Inc. recommendations for alternate lap configurations and/or the use of sealant under certain conditions. For exposure < 24 hours, use of every -other fastening location printed on the surface is acceptable. For exposure > 24 hours up to maximum 30-days, use of every fastening location printed on the surface is required. When batten systems are to be installed atop the underlayment, the underlayment need only be preliminarily attached pending attachment of the battens on the same day. Battens shall not be positioned over cap nails. if this occurs, remove the cap nail and patch the hole in accordance with Interwrap published Instructions. 6.4.3 Double Laver: 2:12 < Roof Slope < 4:12: End (vertical) laps shall be minimum 12-inches and side (horizontal) laps shall be minimum half -sheet -width plus 1-inch. Double layer application; begin by fastening a half -width plus 1-inch starter strip along the eaves. Place a full -width sheet over the starter, completely overlapping the starter course. Continue as noted in 6.5, but maintaining minimum half -width plus 1-inch side (horizontal) laps, resulting in a double -layer application. 7. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. 8. MANUFACTURING PLANTS: Contact the manufacturer or the named QA entity for information on plants covered under Rule 61G20-3 QA requirements. 9. QUALITY ASSURANCE ENTITY: Intertek Testing Services NA Inc.-ETL/Warnock Hersey — QUA1673; (604) S20-3321 ENO OF EVALUATION REPORT - Exterior Research and Design, LLC. Evaluation Report 140S10.02.12-R2 Certlf)cote of Authorization #9503 FL15216-R2 Revision 2: 04/27/201S Page 3 of 3 4128/2017 Florida Building Code Online SOS Home I Log In I User Aegistntion l Hot Topics I Submit Surcharge I Stats A Ficts Publications Fac Start SOS site Map ( UnW Sean: Florakl k ; lla_:•" e''ee/a Product Approval USER: Public User Product Approval Menu > Pjoduct or Appllcauon SMLab > Application Ust > Application Oatall Fl. !k FL3792-RS Application Type Revision Cude Version 2014 Application Status Approved I .-: ;:,-;;,x.r^.:::;*•;z_=i roved •A pp by DBPR Approvals by OBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer Lomanco, Inc Address/Phone/Emal1 2101 West Main Street Jacksonville, AR 72076 S01) 982-6511 acarter@lomanco.com Authorized Signature Andrew Carter acarter®lomanco.com Technical Representative Andrew Carter Address/Phone/Email 2101 West Main Street Jacksonville, AR 72076 501) 982-6511 Ext 361 acarter@lomanco.com Quality Assurance Representative Andrew Carter Address/Phone/Emall 2101 West Main Street Jacksonville, AR 72076 501) 982-6511 Ext6163 acarter@lomanco.com Category Roofing Subcategory Roofing Accessories that are an Integral Part of the Roofing System Compliance Method Certification Mark or Listing Certification Agency Miaml-Dade BCCO - CER Validated By Mlaml-Dade BCCO - VAL Referenced Standard and Year (of Standard) Standard Year Miami -Dade TAS 100 (A) 1995 Equivalence of Product Standards Certified By Product Approval Method Method i Option A httpsJhvww.floridabullding.orglprlpr app d.aspx?param=wGEVXOwIDgsFgPhXa¢z9PGbeAdlkEk7oGQ6zyYnmkOA3d 1/3 4/213l2017 Date Submitted Date Validated Date Pending FBC Approval Date Approved Date Revised Florida Building Coda Online 09/30/2015 10/06/2015 FLlf' ..:..... .. Model, Number or•Narrto. 3792.1 J 135 Roof Louver 10/09/20LS 08/16/2016 Limits of use Approved for use In HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: 1. Refer to applicable building codes for required ventilation. 2. Model 135 Roof Vent and Model 2000 Power Roof Vent shall be Installed over composition shingles roofs only, 3. Model 135 Roof Vent and Model 2000 Power Roof Vent shall not be installed on roof mean heights greater than 33 feet. 3792.2 ' 1 730 Roof Lower Limits of use Approved for use In,HVHZ: Yes . A.pprovedfor.use.outelde HVHZ:,Yes Impact Resistants N/A Design Pressure: N/A Other: 1. Refer to'applicable building codes for required` ventllatlon. 2. Lomanco's Model 730,750,770 Roof•Louyers, • shall eornply with applicable building code. 3. Loniando's Model 730,750,770 *Roof Lduvers shall not -be Installed,6n:roof mean heights, greater than 33 feet. 3792.3 1 750 Roof Louver Llmits of use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other. 1. Refer to applicable building codes for required ventilation. 2. Lomanco-s Model 730,750,770 Roof Louvers shall comply with applicable building code. 3. Lomanco's Model 730,750,770 Roof Louvers shall not be Installed on roof mean heights greater than 33 feet. 3792.4 .1770 Roof Louver Limits ofUse Approved for use In 'HVHZ: Yes' Approved for use outside HVHZ::Yes Impact Resistant: N%A : Deslgn Pressure: N/A Other. 1, kerer• bo applicable building codes. to.e,required' ventilation, 2, Lomanco's Model 730,750',770'Roof Louvers shall:coinply with -applicable bulding code: 1 L'pma s<o's :. Model 730,750,770 Roof•Louvers shall not be -installed -on roof mean heights greater. than 33 feet. 3792.5 7700 Roof Louver Limits of use Approved for use In HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other. Description: Aluminum Roof Louver Certification Agency Certificate FL3792 Rg C CAC Lomanco 132000 pV NOA 11 0602. 02.odf Quality Assurance Contract Expiration Date 08/ 17/2016 Installation Instructions FL3792 R8 If Lomanco 13S 2000 PV NOA 11 06 2 02 odf Verified By: Mlaml-Dade BCCO - CER Created by Independent Third Party: Evaluation Reports FL3792 R8 AS I nmanco 135 - 2000 PV - NOA 11 0602. 02,odf Created by Independent Third Party: Yes Aluminum Roof Louver Certlfleation - Agency Certificate FL3792• R8 G C Lomanco 700 ripe NOA t1 0602. 04.odf Quality Assurance Contract Expiration Date. 08/ 16/2016 ' Instaltetlon Instructions FL3792 R8 n. Conran o 700 S ripe - NOA 11 0602 04 odf Verified: By: Miami -Dade BCCO - CER Created' by Independent Third Party:. Evaluation Reports FL3791, R8 AE:Lomaneo 700 Spripe : NOA'L1 060 04'-df Created by independent Thud Party: Yes Aluminum Roof Louver Certification Agency Certificate FL3792 R8 C CAC_ Lomanco Inn Series _ NOA tj- 0602, 04,nd Quality Assurance Contract Expiration Date 08/ 16/2016 Installation Instructions FL3792 R8 II Lomanco 700 Series - NOA 11-0602 04 odf Verified By: Miami -Dade BCCO - CER Created by Independent Third Party: Evaluation Reports FL3792 R8 AE Lomanco 7do Series NOA 11 0602 04 odf Created by Independent Third Party: Yes Certification Agency Certificate FL3792 118 C -CAC' LQjprir»o' 700 Series - Ni A 1 0602404: ndf Qualitj Asssurance Cootiraet Expiration Date ' 08/ 16/2016. , Y-; ropey-vaue o%-c.V - CCK Created by lndepeiident Thlyd'Party- ' Evatuatlon Reports: nu Yes Aluminum Roof Louver Certification Agency Certificate EL3792 R8 C CAC NOA 1S-0709 0 odf Quality Assurance Contract Expiration Date 10/ 04/2020 Installation Instructions FL3792 R8 if NOA is-o709,09.pdr Verified By: Miami -Dade BCCO - CER Created by Independent Third Party: Evaluation Reports I hopsllwww. fiorideWiding.org/prlpr app dll,asp:llparam=wGEVXOwtOgsFgphXOuzZSPGboMdikEk7oGQ6zyYnmk%3d l3 4/28/2017 Florida 8uildng Cade Online FL3292 R8 AE NOA 15-0709.09.odf Created by Independent Third Party: Yes Contact Us :: 2601 Blair Stone Read. Tallahassee FL 32399 Phone: 850.487.1824 The State of Florida Is an AAJMO employer. Caovrioht 2007-2013 State of Florida.:: Privacy Statement :: Acressihrlhv Statement :: Refund Statement Under Florida law, email addresses era public records. If you do not want your a -mall address released In response to a public-teeords request, do not send dodrorde mall to this entity. Instead, contact the office by phone or by traditional mall. tf you have any questions, please contact 850.487.179S. 'Pursuant to Section 4SS.275(t), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 4SS, F.S. must pmvlda the Department with an emall address If they have arts. The emalls provided may be used for btfidsl communication with the licensee. However emdl addresses ate public record. It you do not wish to supply a personal address, please provide the Department with an emaii address w1dd1 can be made available to the public. To determine If you are o licensee under Chapter 4SS, F.S., please dick 1J5aL, Product Approval Accepter Credit Card Safe htlpsJ/www.(IaidabtAiding.orglpr/pr_app dtl.aspx?peram=wGEVXQwtOgsFgPhXa=OPGbe%4dikEk7oGQ6zyYnmk%3d 3/3 MIAW06A M[AM-DARE COUNTY PRODUCT CONTROL SECTION 11805 SW 26 Stre Ro 20et, om 8 DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) Muni, Florida 33175-2474BOARDANDCODEADMINISTRATIONDMSIONT (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) . www.miamidade.eov/economv Lomanco, Inc. 2101 West Main Street Jacksonville, AR 72076 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER - Product Control Section to be used in Miami -Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section in Miami -Dade County) and/or the AHJ (in areas other than Miami -Dade County) reserve the right to have this product or piaterial tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code including the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: 700 Series Louvered Roof Vents (730, 750, 750-S, 750-E, 770) LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami -Dade County Product Control Approved", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building eode.negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to commply with any section ofThisNOAshallbecauseforterminationand'removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. -If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for. inspection at the job site at the request of the Building Official. This NOA renews NOA No. 15-0831:07 and consists of pages 1. through 9. The submitted documentation was reviewed by Gaspar J Rodriguez pPPftOVED NOA No.: 16-0510.28 Expiration Date: 08/16/21 Approval Date: 06/30/16 Page 1 of 9 r ROOFING COMPONENT APPROVAL Category: Roofing Sub -Category: Ventilation Material • Aluminum TRADE NAMES OF PRODOCTS MANUFACTURED OR LABELED BY APPLICANT: Test Product Product Dimensions • Specification Description Model 730 12-3/ 16" x 17-3/4" x 4" TAS 100(A). Embossed aluminum static louvered Louvered Roof Vent Min. thickness 0.025" roof ventilation system with a 6.5" diameter opening. Model 750 16" x 20-5/16" x 5" TAS L00(A) Embossed aluminum static louvered Louvered Roof Vent Min. thickness 0.025" roof ventilation system with a 8.3" diameter opening. Model 750-S 16" x 20-5/16" x 5" . TAS 100(A) Embossed aluminum static louvered Louvered Roof Vent Min. thickness 0.025" roof ventilation system with a 8.3" diameter opening. Model 750-E 23" x 27-1/4" x S" TAS 100(A) Embossed aluminum static louvered Louvered Roof Vent Min. thickness 0.025" roof ventilation system with a 8.3" diameter opening. Model 770 16-5/8" x 22-3/8" x 6" TAS 100(A) Embossed aluminum static louvered Louvered Roof Vent Min. thickness 0.025" roof ventilation system with a 9.75" diameter opening. MANUFACTURING LOCATION 1. Jacksonville, AR EVIDENCE SUBMITTED: Test Agency Test Identifier Center for Applied Engineering MDC-98&99. PRI Cortstruction Materials LOM-013-02-01 Technologies RRWA-001-02=01 MIAMI DACJE COUNTY Test Name TAS 1U0(A) TAS L00(A) TAS 100(A) Date 03/16/95 05/21/07 07/28/ 15 NOA No.: 16-0510.28 Expiration Date: 08/16/21 Approval Date: 06/30/16 Page 2 of 9 0 APPROVED APPLICATIONS Tradename: Model 730,750,750-S, 750-E, 770 Roof Louvers System Type A: Mechanical attachment of ridge vent system over composition shingles. Cutout: Vents shall be evenly centered. Center the vent hole between rafters and maximum l 8" down from the ridge line to keep the top of the roof vent below the ridge line. Mark this position. Using marked position as center point; scribe a circle that is the same diameter as the vent throat opening. Starting at the drill hole; cut vent hole along the scribed circle. Installation: Vents should be evenly spaced on the rear slope of the roof. Remove roofing nails from top row of shingles so the flashing of the roof vent will slide under shingles.. Apply approved roof cement around the edge of the hole. Carefully slide base of vent under shingles with arrow pointing up (non -louvered slant back facing the peak of roof). Make sure the throat of the vent -is centered over vent hole. Fasten the base to roof decking with l %." alu ninura annular ring* shank nails. With the fast nail 1%4' from roof louver end and a minimum of 6." o.c. at the front and backside'of louver vent parallel to the ridge. And with the first nail 1'/4" from,roof louver end and a minimum of 8" o.c. at sides of louver vent perpendicular to ridge, keeping heads of nails under shingles where possible (see 700 Series louver roof vent profile drawing). Seal all -seams and nail heads with roofing cement Ridge Shingle: N/A. Net Free Area: Refer to manufacturers published'iiterature. Minimum Slope: 2:12 MIAMMADE COUNTY NOA No.: 16-0510.28 Expiration Date: 08/16/21 Approval Date: 06/30/16 Page 3 of 9 i Tradename: Model 750 Roof Louver System Type B: Mechanical attaclunent of ridge vent system over non-structural, standing seam, or snap lock, metal roof panels with a minimum width of 16". Cutout: Vents shall be centered evenly in the field of the panel between the seams. Center the vent hole between rafters and maximum 18" down from the ridge line to keep the top of the roof vent below the ridge line. Mark this position. Using marked position as center point; scribe an 8" circle. Starting at the drill hole; cut vent hole along the scribed circle. Installation: Vent flange width may be reduced to allow enough clearance to fit within the seams. Metal pans shall be "kerl" cut to receive the upslope portion of the vent flange. Position vent such that the upslope flange slides through the metal panel cut and underneath the metal roof covering. The remaining three sides of the flange rest on top of the metal panel. Apply %' wide'beads of an approved ASTM C920 sealant between the upslope flange and underside of roofing. Place additional beads of sealant on the other three sides of the flange between. the vent flange and the topside of the metal panel. Secure the vent to the deck using (7) corrosion resistant #10-7 x.1-1/2" hex washer head screws. Fasteners shall be installed in the (7) locations shown in Detail Net Free Area: Refer to manufacturers published literature. Minimum Slope: 3:12 GENERAL LIMITATIONS: 1. Refer to applicable Building Code for required ventilation. 2. Lomanco's Model 730,750,750-S, 750-E, 770 Roof Louvers shall comply with all applicable building codes.' 3. Lomanco's Model 730,750,750-S, 750-E, 770 Roof Louvers shall'not be installed on roof mean heights greater than 33 feet. 4. Lomanco's- Model 730,750;750-S, 750-E, 770 Roof Louvers shall comply with 1517.6 of the Florida Building Code FBC) 5. 'All products listed herein shall have a quality assurance audit in accordance with the Florida Building Code -and Rule 61G20-3 of the•Florida Administrative Code. NOA No.: 16-0510.28 MIAMMADECOUNTY Expiration Date: 08/16/21 Approval Date:.06/30/16 Page 4 of 9 DETAIL DRAWINGS DETAIL A I i 700 SERIES LOWERED ROOF VENT M7AM•DADE COUNTY 6 NOA No.: 16-0510.28 Expiration Date: 08/16/21 Approval Date: 06/30/16 Page 5 of 9 m DETAIL B 750 SERIES LOWERED ROOF VENT NOA No.: 16-0510.28 Ezpiratioa Date: 08/16/21 Approval Date: 06/30/16 Tage6of9 DETAIL B (CONTINUED) FASTENER -LOCATION FOR METAL PANEL INSTALLATION OF 750 FASTF.NRR a - . G4\r % MIAMMADE COUNTY NOA No.: 16-0510.28 Expiration Date: 08/16/21 Approval Date: 06/36/16 Page 7 of 9 DETAIL C IF NOA No.: 164510.28 MIAMUMDE C:Ouy!pm Expiration Date: 08/16/21 Approval Date: 06/30/16 Page 8 of 9 DETAIL D MMIAMI-DADECOUNW-M NOA No.: 16-0510.28 LUWMI llExpiration Date: 08/16/21 Approval Date: 06/30/16 Page 9 of 9 4/28/2017 Florida Building Code Online t 4fy ; 'i. c n• ' .:•'P ..,ft..'q tri . N `rN S, y .£ ' _ t v, . !n , urrawrw. 7l ?Y. - y aylf. .. i• •: di •.t• t. •Q i ••t d. ,: a• •• i• rt y. " Lh /y') }/ ,,'. 1.-, • -• 1y 1',',.'JJ 1'rlt, :1 .: t.-. /t.r •Yt •.1, •. S. .''•i%i" t' •1 ' - 1 //'iVJ'•:'; ~1• .I a' WON 1 ,t•p 7 •• S p`'G' Jr.'',t;•p-,.... ,`5,' •4<,• l - i , N `'' y :. ri: %1 , t ; . , • i tii s't . .• 1 i.wiY"' A7i0.` ''"'6 L i 3n :.t , •• . . +.••- 1. t... .": -mot t...l...4??-' - rJ-A' ,•: - b.• ,ice SCIS Home ( Lou In I user Registration I Mot Topic I Submit Surcharge I Stats Facts I Publications I FSC Staff ( BCIS Site Map I Links I Search 1=kxicka r alla—m— Product Product Approval USER: Public user S Aooroval Menu > Pmdaet nr Aoallrntion Search > Anolicatian Ust > Application Detail FL # FL158-R8 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by OBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative. Address/Phone/Emall Category Subcategory Compliance Method Certification Agency Validated By Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By i -1 CAST-CRETE USA, Inc. PO Box 24567 Tampa, FL 33623 813) 621-4641 Ext 128 cparrino@castcrete.com Craig Parrino cparrino@castcrete.com Craig Parrino PO Box 24567 Tampa, FL 33623 cparrino@castcrete.com Craig Parrino PO Box 24567 Tampa, FL 33623 cparrino@castcrete.com Structural Components Products Introduced as a Result of New Technology Certification Mark or Listing Miaml-Dade BCCO - CER Miami -Dade BCCO - VAL Standard Year AC[ 318 2011 AC[530 2011 bC' ' "_d f"'! • " Product Approval Method Method 1 Option A Date Submitted 04/29/2016 httpsJhvww.floridabuilding.orgtpr/pr ppp dtl.aspx?param=wGEVXQwtDquegla/o2bT71%2(F192gnRzHNuicci5pgLXkU6g%3d 112 4/2812017 Date Validated Date Pending FBC Approval Date Approved Su_ mMary'of Products r .................. Florida Building Code Online 05/06/2016 05/06/2016 FL # Model, Number or Name Description 158.1 High Strength Concrete Lintels 4, 6, 8, and 12 Inch wide lintels Limits of Use Certification Agency Certificate Approved for use In HVH2: Yes FI.158 R8 C CAC NOA 14-0903.03.odf Approved for use outside HVH2: Yes FL158 R8 C CAC NOA 16-0126.03.odf Impact Resistant: N/A Quality Assurance Contract Expiration Date Design Pressure: N/A 05/21/2017 Other: Superimposed loads shall not exceed allowable safe Installation Instructions load FL1S8 R8 tI NOA 14-0903.03.odf FI1S8 118 II NOA 16-0126.03.odf Verified By: Miami -Dade BCCO - CER Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Kufc Contact Us :: 2601 Blair Stone Road. Tallahassee Fl. 32399 Phone: SSO-487-1B24 The State of Florida Is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released In response to a public -records request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact SS0.487.139S. *Pursuant to Section 4SS.27S(L), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 4SS, F.S. must provide the Department with an email address if they have one. The emalls provided may be used for official communication with the licensee. However email addresses are public record. if you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public To determine If you are a licensee under Chapter 4SS, F.S., please dick b,riL. Product Approval Accepts: W ®©-- is Credit Card Sate hops://www.0oridabuilding.org/pr/pr_app dU.aspx?param=wGEVXQwtDquegI%2bT71%2fF192gnRzHNulcgj5pgL)(kUW/o3d 2/2 MIAMI-DADS 5 An•II-DADS COUNTY PRODUCT CONTROL, SECTION DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) 11805 SW 26 Street, Room 208 BOARD AND CODE ADKINISTRATION DIVISION Miami, Florida 33175-2474 T(786)315.2390 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.miamiclade.eov/ec000my Cast -Crete USA, Inc. P.O. Box 24567 Tampa, Florida 33623 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER- Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section (Iri Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requiremetits of the applicable building code. This product is approved as described herein, and has been designed to comply with the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: ( Cast -Crete) 4", 6" & 12" High Strength Precast and Prestressed Concrete Lintels APPROVAL, DOCUMENT: Drawing No. FD4612, titled "Precast and Prestressed Lintel Details", sheet 1 of 1, prepared by Craig Parrino, P.E., dated March 24, 2003 and Drawing No. LT4612, titled "Cast -Crete 4", 6" & l2" Lintel Safe Load Tables", sheets i through 3 of 3, prepared by Craig Parrino, P.E., dated Match 24, 2003, last revision dated June 12, 2014, all signed and sealed by Craig Parrino, P.E., on August 19, 2014, all bearing the Miami -Dade County Product Control Revision stamp with the Notice of Acceptance number and the expiration date by the Miami -Dade County Product Control Section. MISSIL& IMPACT RATING: Large and Small Missile Impact Resistant LABELING: Each lintel shall bear a permanent label with the manufacturer's name or logo and the Miami -Dade County logo. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERNIINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and folloNved•by the expiration date may be displayed in advertising literature.. If•any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the'manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises NOA 013-0321.07 and consists of this page 1, evidence submitted pages JE-1, E-2 and E-3 as well as approval document mentioned above. The submitted documentation was reviewed by Helmy A. Makar, P.E., M.S. MIAMI•DAOE COUNTY t) ,. NOA No. 14-0903.03 Expiration Date: 09/11/2018 I f L 4 ./ Z 014. Approval Date: l0/09/2014 Page 1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 1. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #03-0605.04 A. DRAWINGS 1. Drawing No. FD4612, titled "Precast and Prestressed Llutel Details" sheet 1 of 1, prepared by Craig Parrino, P.E., dated Afeireh 24, 2003 and Drenving No. L74612, titled Cass -Crete 4 ", 6" & 12 " Lintel Safe Load Tables", sheets 1 through 3 of 3, prepared by Craig Parrino, P.E., dated rblarch 24, 2003. last revision #1 dated April 28. 2003 both drawings signed and sealed bl, Craig Parrino, P.E. B. TESTS 1. Test report on,nerural lesting on 4 ", 6" & 12 " Precast Concrete Lortels Filled and Unfilled k1odels, total of (13) concrete lintel specimens, per ASTAf'E-529-94, prepared by Applied Research Laboratories, Report No. 30404A, dated 04110103, signed and scaled by Cln•islopher A. Kamon, AE. C. CALCULATIONS 1. Calculatiorrs,for Cast -Crete Lintels, dated 05129103, 207 pages, prepared by Craig Parrino, P.E., signed and sealed bl; Craig Parrino. P.E. 2. Calculations for Cast-Crele Lintels, dated 05129103, 140 pages, prepared by Craig Parrino. P.E., signed and sealed by Craig Parrino, P.E. D. MATERIAL CERTIFICATION: 1. Quality System Alanual for Cast -Crete rllachine 14ade Precast Lintels revised on Alms 1, 2002. 2. Cast -Crete Quallty .System dlanual for Prestressed Products dated 2002. 2. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 08-0320.09 A. DRAWINGS 1. Drawing Aro. FD4612, tilled "Precast and Prestressed Linlel Details". sheet 1 of 1. prepared by Craig Parrino, P.E., dated klarch 24, 2003 and Drawing No. LT4612, titled Cast -Crete 4", 6" & 12" LintelSafe Load Tables". sheets I through 3 of 3, prepared by Craig Parrino, P. E., dated Afarch 24, 2003, lost revision dated Nltn-ch 11, 2008. B. TESTS 1. None. C. CALCULATIONS 1. Axone. D. QUALITY ASSURANCE 1. By Hiaml-Dade County Building Code Compliance 01ce. E. MATERIAL CERTIFICATIONS 1. Axone. HkWiy A. Malcar, P.E., Ad.S. Product Control Unit Supervisor NOA No. 14-0903.03 E: cph-mloa Date: 09/11/2018 Approval Date: 10/09/2014 E- 1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 3. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL H 12-0209.12 A. DRAWINGS 1. Drawing No. FD4612, titled "Precast and Prestressed Lintel Details". sheet l of 1, prepared by Craig Parrino, P.E., dated March 24, 2003 and Draining No. LT4612, titled "Cast -Crete 4 ", 6" & 12" Litrtel Snfe Load Tables'; sheels I through 3 of 3, prepared by Craig Parrino, P.E., dated it'larch 24, 2003, lost revision dated Alarch 11, 2003, all signed and sealed by Craig Parrino, P.E., on March 22. 2012. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE I. By Miami -Dade Comny Deparnneru of Permiltntg. Emilronmem, and Regulatory Affairs. E. MATERIAL CERTIFICATIONS 1. None. F. OTHER 1. Letter fi-om Cast -Crete Corporation, clated February 03, 2012, signed and sealed by Craig Parrino, P. E., certifying compliance with the Florida Building Code, 2010 Edition. 4. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 13-0321.07 A. DRAWINGS 1. None. B. TESTS 1. None. C. CALCULATIONS 1. Arone. D. QUALITY ASSURANCE 1. By A iarni-Dade Counly Department of Regulatoty and Economic Resources (RER). E. MATERIAL CERTIFICATIONS 1. None. 13eTp A. Makar, P.E., M.S. Product Control Unit Supervisor NOA No. 14-0903.03 Ezplratlon Date: 09/11/2018 Approval Date: 10/09/2014 E-2 Cast -Crete USA. lite. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED S. NEW EVIDENCE SUBMITTED A. DRAWINGS 1. Drawing No. FD4612, titled "Precast and Prestressed Lintel Details". sheet 1 of 1, prepared by Craig Parrino, AE., dated A4arch 24, 2003 and Drawing r\to. LT4612, titled "Cast -Crete 4 ", 6" & 12" Llntel Sgfe Load Tables", sheets 1 through 3 of 3, prepared by Craig Parrino, P. E., dated March 24, 2003, last revision dated June 12, 2014, all signed and sealer! by Craig Parrino, P.E., on August 19, 2014. B. TESTS 1. None. C. CALCULATIONS 1. Calculations_forCast-Crete Lintels, dated 0811912014, pages 14.201 through 14.236, prepared by Craig Peirrino, P.E., signed and sealed by Craig Parrino, P.E. D. QUALITY ASSURANCE 1. By Miami -Dade Corm), Department of Regidatorp mid Economic Resoiu-ces (RER). E. MATERIAL CERTIFICATIONS 1. None. F. OTHER 1. Letter fi-out Cast -Crete USA, Inc., dated August 19, 2014. signed and sealed by Craig Parrino, P.E., certifying compliance with the Florlda Building Code, 2014 Edition. Hel alcar,l'.E., NI.S. Product Control Unit Supervisor NOA No. 1 J-0903.03 Explratlou Date: 09/11/2018 Approval Date: 10/09/2014 E-3 A=ice RETE° HIGH STRENGTH PRECAST AND nPf 'e' PRESTRESSED CONCRETE LINTELS rrrf 'A' silks F IYACU 0' TOP MCI. LINGIN 4" SOLID LINTEL DATA TABLE 1 il l;:amr,",1 B»mrzmm' E'6T'drof Fl n t}G-i msmoluxa1afa}eillill ppillituxU aL10C'it• Uawlux2m:VI Wramm 6" PRECAST U-LINTEL DATA TABLE n7) lid 1 ! 821 1 + r 0[3=EZsm nno raor 1r*s>, uv r zuti: oc r ti rrr oc vn ar:a.ts crazy DLiL']rma va or]10fSSarrli rd7r7l:ZRiPL'a L1 tf r$ r* r>D mi; : rare nc:ztn rya ran o rmrr s ar Eamanrs>rR.usavuz o Sze,r•.rs7 raartu.2tr rwUo rcr naar rX n$rvait rrtav o irlL'9Ir?l f?7 rF1'_d ri$7 i11.1—"-' [S9ff7r--." 20rtstraursvrnr^;rs$vr rnmrs^ a[Fa Jrs vr 11 rrz raso rr1mrya ru:r rr[ rzcwr un cyrtu: rtt.mmracyo crayrzo+ mslom.ns 19' PRECAST U—LINTEL DATA TABLE mmrt it v vno ocyr rartar. uocs D l r mrvnorrnauart>r.!! vuci rvs:.ssduQ.a asaGll1r6FJET^._.71 r 11L':lL1 S D L.It}Q'f rG1 l;I1 IM! 1pCmD f7G_7i r40 Ftfii n l:131 rtJ ''i' `.7 IDACODA D®Fda o rma Rnir cur Ia.uVt oea rxu! ^.j oe'a uc,rnrravralr[sa iff2L[SSiI rr uILI ir RaSi EImr11.!'_IIfIL'.]rll.IS_iDC'1l1CSv"O rrcv uin a. I ary r z>t. me zr oe10ao Kr"UrmKum rL F_ rrrz"ra u nRILE Q aam m r' it f^ z i Q"kr"u c - 0 r bMtY A0r IROmmm oMO1Mtlm 0 rtOroso FOR mom AfFwv . 11 0 MIM O r1 tOrTMIMS Mt0 RMO COOUI rL UPFAM ClO M ICIRMMO TOM,MU WMAG CWIW11 CAN -MI i QL.. UL 1. MIM/CMpO SAM. fit W Fm ,W14 N. I < AMP N MOU L antis f4OMllb M MM 12 rla IMI W . >MM POOMM U MeM Me, L SUL Alt UWt MS111R O WYVt MItlM Yt O'MYIU SWIM S. UM:UK SItOMUL r. .SOU M FOR V O IMM Mee It IWl fW CARS AM OF A[ ammo CAN. MC—m - MR, of fUCASS IMA4 r' - UU rM ti • 1sM W SIMUq . IMII IM tuoM®It tvf U M ASIN WOO MMs L Men" rim 9,416 Ml OYl UM 010 110 M 10 K F11MM UDI OW t smws UOI tr01 OIL a M MM It Me= WWA YID nt"M CUM UW CEN' ' O% tRunucf ncws7ua tl Md,r.tilb IM flyida0.4 Hldldip 14 04 u . 03 QF •ate Y //' CRMGPARRWO c,c eiv00 O7,,10NlfstsAL R P FNER FL R 33584 M PRECAST AND PRESTRESSED LINTEL DETAILS Al[ 1uIQ1 omw-u 1 am 0 am mn sub AS MenioA1rtv2vu1wmoW. 4Mr rum ft rRAtOIC 10411 Me I or I GENERAL NOTES i) toto derW-3Mpaltc6' 212'rm[,1 emd . e00e µjE a geypl uc rua" a OI AS1Y W0dN mFinun mi Alf 609W plrootASTYp.r ASIN C270 " b r S 2) An .d. bat WNW Om.d W eriym 4 Wh Iierdlat •irlp. Lattldb MMNotbemddIIIIfttog2D1GMo0. ko kopNiIs im b.. 6 1/2 Gr)" 5) mw. IA roAr bd WA Ind I.ba 4) n, mew b )"[itbd. edledn W e.rtad radac0o ke rode 40 so added rd"r. uUnW 1420 If Vimbf ^ 142lp9 5) AS bbb oil r --A U5S0 &bcGm . E¢ am 6twsd Vf ide0red8a ImW um Is wa 1. MO." n.wY.yy W F1a10. sm" 11d. Sadbn 160"1 m .ppleaeb. 6) 2w. fmd idab m (.Wml 7) 4' MW Schb to be MAW ./ 4' Gradebn bbrW ud 0' dbmtnb• wars 0) =w d ftwi cooly viaw rnOrWrd wdw f) Th'iebF;. rirrmro mt:u" iranmiland d w at d6- q IM noco: d ipaL 10) NA - Im Reed it) blla• Ibtl gum abr Is be bww d 0• ead.m d Ib 1aW ii, nW MSIGNAnON r . a• m oad / o . Irum rcwai neaata 12 16-28/2T rmme.mi J Lwvmr OAK ram• ION d llda n •s m (.) m•mm tm d' am tq moo to r um ovA o i•':' am it) Wade m r um. 12) 6' t If ud.b r, r 1.1%.d as S-1 it" aide, d W .%% t. smo.deb 4AId ed ..bfardm Od 13) Ilm edim UdW. d Bdra 'rairtd m al.Ar eWaeb mew•ry . a adeq of abem [i4tN b ma.r0mce .Sh Al111 C-5II6 r a9r 14) 0006 bedd tiiAawdl .2A ..TOW (golly r aafN ml Aa a•!d OrQxoUbobdaddbdrdrdIrWwitlndbe.M .ie W 1[Ovdoe equd'*c Apow "Mme bm + b A ow • &WO toed s IL Sib wiled lead W. lndd bN 15) fr rmpe. ed.i he** cd data r. Wb Ind I.m MA b.r 1d51M1 .hoop 16) Fr 4W WOW not d".4 m..b but Ian and WWA knP d,apa 17) sob beb N tgNap.d dbw* buts 18) se4 bob toed ex Fog ad dedp .vpab to AO $50 ad Am JIM 19) Adss"d oddrwA rdrd."ed Wrote. meway aaL (RCYIQ deoi Ur 41[l Sea ddW edoa. SEE SAFE LARK LOAD NU) rY LGA&( RRACT a' CCLHAUD 1) /5 REM TOR 6' LBOELS 1- CLR T1P - :, 2) 15 REBAR FOR 12' L)NTELS t •j' GR40 at GR60 SAFE LOADS FOR 4" SOLID LINTELS 4ws,>•411•n• GRAVITY LENGTH TYPE 4S8 3'-6- (421 PRECAST 1180 4'-0• (481 PRECAST 959 4'-6' (54) PRECAST 789 5'-10'(70') PRECAST 460 6'-6' (781 PRECAST 360 7'-6- (901 PRECAST 260 9'-4- (1121 PRECAST ISO 10'-6'(1261 PRECAST 116 12U8 CCRrn UPLIFT LATERAL TYPE LENGTH 4S8 4S8 Y-6- (42' PRECAST 687 371 4'-0' (481 PRECAST 597 320 4'-6- (541 PRECAST 529 258 5'-10'(701 PRECAST 407 148 8'-6' (781 PRECAST 366 118 7'-6- (901 PRECAST 280 87 9'-4' (1121 PRECAST 187 55 10'-6' (126) PRECAST 152 AN 12F8 12F12 12F16 1A 8U8 6F8 6F12 6F16 • • ~ • " ` t _ y. .'.:.';,;.:.. .ter;.'• ; ;.^ , ;'`+t•.; 7. J. t.'% .»w :irri dry.• •.y.•: '.Y. jy,; •':'.. rl• g 12F28 12F24 12F20 vaOnUA.-t'rtnhsrn f, f r * : y W ao.npl)itre aiN Nc F)wld> F mmdlyteda T ri •40 CRAICAPART0N0 1't mintiraniMOw . 0 ' 1 J 6F32 SF28 6F24 6F20 ,'•.s ' R ... GN...SEFRECM3gse4 OtVAL Eaaa R. P.L Ur, Na 44756 od term. '' ram EUBIA or +CAST—CRETE 4", 6" & 12" LINTEL SAFE LOAD TABLES leWe 061p A1em !RNJS WA AMW A. 6- KG M aaSe m fluu MIT I Of 3 c-- SAFE GRAVITY LOADS FOR 6" PRECAST U-LINTELS Cwar{wnm SAFE LOAD - POUNDS PER LINEAR FOOT TYPE LENGTH 6U8 6F8-IB 6F12-18 6F16-1 6f20-18 6F24-186F28-16 6F32-18 1'-6' (421 PRECAST 2332 2676 3892 5050 614E 7227 8297 9357 4'-0' (481 PRECAST 2025 2313 3892 5050 6148 7227 8297 9357 4'-6- (541 PRECAST 1654 1887 3633 5050 6148 7227 8297 9357 5'-10'(701 PRECAST 1067 1260 2198 3557 5734 7227 8297 8225 6'-6' (781 PRECAST 949 1078 1 1831 1 M 4328 6737 8297 9357 7'-6- (901 PRECAST 779 883 1 1459 2188 3151 4524 6654 9357 9'-4- (1121 PRECAST 584 660 1056 1523 2054 2795 3731 5017 IV-6'(1261 PRECAST 503 566 895 1270 1706 2236 2893 3747 11'-4-(1361 PRECAST 457 513 805 1133 1507 1952 2492 3163 12'-0'(1441 PRECAST 425 477 744 1042 1377 1769 2238 2808 13'-4'(1601 PRECAST 373 417 646 895 1170 1485 1852 2285 14'-O'(1681 PRECAST 351 392 605 935 1087 17'-4'(2081 PRECAST NR 299 455 620 794 m j) THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIILD ADDED REBAR. SEE GENERAL NOTE NO. 4 SEE GENERAL NOTES - SHEET 1 OF 3 SAFE LATERAL LOADS FAR A" PRFCAST H uW?FE S Ww n4""-1r SAFE LOAD PLF LENGTH TYPE 6U8 6F8 RCMU 3'-C (421 PRECAST 587 1055 596 4'-0' (481 PRECAST 487 787 445 4'-6' (541 PRECAST 416 609 344 5'-16'(701 PRECAST 300 350 19B 6'-6' (781 PRECAST 263 496 157 7'-6' (901 PRECAST 222 367 116 9'-4- (112) PRECAST 173 352 74 10'-6'(1261 PRECAST 151 276 58 IV-4-(136-) PRECAST 139 311 49 12'-0' (1441 PRECAST 131 277 44 13'-4-(16n PRECAST 117 223 35 14'-W (16n PRECAST 111 202 32 17'-4'(2081 PRESTRESSED N.R. 130 21 SEE GENERAL NOTE 18 SAFE UPLIFT LOADS FOR 6" PRECAST U-LINTELS calm -ow" SAFE LOAD- POUNDS PER LINEAR FOOT LENGTH TYPE 08-11 61`12-11 6 t6-11 61`20-11 V24-11 61`28-1f 6F32-11 Y-6' (421 PRECAST 1412 2074 2715 3356 3997 4638 5279 4'-0' (48') PRECAST 1225 1800 2357 2913 3470 4027 4583 4'-6' (541 PRECAST 1093 1592 2084 2577 3069 3562 4055 5'-10'(7Dj PRECAST 831 1222 1600 1979 2357 2736 3114 6'-8' (781 PRECAST 723 1097 1437 1777 2117 2457 2797 Y-6' (901 PRECAST 648 863oa 1249 1544 a 18400 2135 N 2431 9'-4- (112') PRECAST 575 571" 980 1252 ig 1422 1732 1972 10'-6'(126-) PRECAST 514 46206 787 n, 1121 1336 1551 1766 11'-4-(1361 PRECAST 474 404 6B5 1985 0, 1213 1442 cm 1645 12*-O'(1441 PRECAST 454 F, 187 611 888 1093 1299 1506 IS-4'(1601 PRECAST 402 ta 308 516 736 206 IN 1076 1247 Ly 14'-O'(1681 PRECAST 16B j 2851 475 677 832 989 1145 17'-4'(2D87 PRECAST 253 208 338 47 5585 693 803 n THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED RESAR. SEE GENERAL NOTE Na 4 G PAS. G. ENS O% 44 Z•,• l F1Y R1 r•\: CRNGPARRINO S`r/O,VAL .,%.'•• SEFFNER FL C.s IC,+CC, FI.P.E.LIC.140.447si PRODUcr,tllv,y,',pd Wifts LW. s4uion tkn. o c I. o T ey / ' °lP Ac rnslow • :nioa +, , —CAST—CRETE 4", 6" & 12" LINTEL SAFE LOAD TABLESIIiIJAIRAMEG11AIItE1%It7m -1 Cf C[IKtlI i[Vb10N + • y' q . °• { • Yr -2_mogl I- u I ouMll a: nluy uuwwut: a w1r sn/o1 MCC sr. MW rums P.C. - AEa Ma 441ss mururc.ea 114s1I sMR I Of 3 i C" SAFE GRAVITY LOADS FOR 12" PRECAST U-LINTELS 4"74 Mee SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 12u6 1216-28 12112-M 12116-29 1720-26 12124-26 IXW2e 12:s2-20 3'-6' (421 PRECAST 3428 58M 7619 9352 11060 12755 14438 4'-0' (48') PRECAST 2923 5838 7619 9352 11060 12755 14438 4'-6' (541 PRECAST 2396 E4232 SW4 7619 9352 11060 12755 144385'-10"(70j PRECAST 1612 3218 5234 8487 11060 12755 14446'-6' 781 PRECAST 123 2579 4196 6421 10032 12755 144 T-6' (901 PRECAST 1138 1628 2131 3218 4076 8756 9763 1 9'-4' (1121 PRECAST 795 1216 1535 2230 3083 4167 5593 755 10'-6'(1261 PRECAST 614 1043 1295 1853 2516 3323 4334 6632 I1'-4'(1361 PRECAST 518 945 1162 1649 2216 2893 3719 474 12'-0*(1441 PRECAST 456 878 1073 1513 202D 2617 3333 4206 IS-4'(1601 PRECAST 359 767 926 1294 1709 2188 2743 3409 14'-O'(1681 PRECAST 321 720 865 1204 1584 2017 2451 3108 17'-4'(2081 PRECAST NA. 451 31 881 4114141428 1750, 21 19'-4'(2321 PRECAST NJL 343 477 700,j 925,J 1152 13WJ 1609 U) UIL nw am w rMumum ME Puma mmucum FOR 41m 4o 1ELD MOM RM% SEE Mft NOTE N0. 4 SAFE GRAVITY LOADS FOR 12" PRECAST w/2" RECESS DOOR U-LINTELS 4~14Mw SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 12MS 12216-2612M0 1201421116 Wrl-g 11026-14IM30.41 4'-4' (521 PRECAST 25M 2942 5468 7584 9640 11669 13679 ISM 4'-6' (541 PRECAST 2319 2740 5466 7584 9640 11669 13679 15679 5'-8' (681 PRECAST 1347 1841 35M 6395 9640 11669 13679 15679,4 5'-16'(701 PRECAST 1259 1758 3361 5954 9359 11669 13679 1587 6'-8' (801 PRECAST 924 1430 2633 4415 6854 10351, 1257 1480Q 7'-6' (901 PRECAST 703 1203 2157 3494 5259 7922 9623 1132 9'-8' (I In PRECAST 389 M1451 21- 3203 44270 5417 63W W THE MOMEI6 N PAIIEA11N66 AM UMB RM=06 MR MDE 40 MO ADDED REIWL SCE KNEM WE NC 4 Cmm-ow" SAFE LOAD PLF LENOTN TYPE 12U8 12F8 RCMU S-6' (42' PRECAST 1295 4841 393 4'-0' (49) PRECAST 1295 4841 299 4'-6' (541 PRECAST 1049 3922 2417 5'-10'(701 PRECAST 681 2547M1556'-6' 78') PRECAST 579 21671'-6- 901 PRECAST 474 17719'-4- 1121 PRECAST 355 132610'-6'(1261 PRECAST 306 114311'-4-(1361 PRECAST 278 1041 12'-0"(1441 PRECAST 260 971 1 34 13'-4-(1601 PRECAST 229 857 278 IV-O'(1681 PRECAST 216 809 251 17'-4'(2081 PRESTRESSEDN.R. 16 4'(2321 PRESTRESSED N.R. 534 130 x mnc 10 SAFE LATERAL LOADS FOR 1Y PRECAST all" RECESS DOOR U4ANTELS SAFE UPLIFT LOADS FOR 12" PRECAST U4JMTELS CwatFGMfx SAFE LOAD- POUNDS PER LINEAR FOOT LENGTH TYPE IM-21 12T12-2 12F16-2112E20-2112E24-11 MS-211202-2i S-6' (421 PRECAST 2752 4287 5613 6938 6264 9589 10915 4'-0' (481 PRECAST 230 3721 4872 6023 7174 8325 9477 4'-6' (541 PRECAST 2113 3291 4310 5328 6347 7365 8384 5'-10'(701 PRECAST 1623 2527 m 3310 4022 4875 5658 6441 6'-6' (781 PRECAST 1444 226 2972 3675 4378 SWI 5784 7'-6' (90) PRECAST 1267 1767 2 3194 3W6 4411 5028 9'-4' (1121 PRECAST 1028 1171 0 2006 2590 3087 3563 4079 cl 10'-6'(126) PRECAST 920 947 1612 2281 2764 3209 36W 11'-4-(136) PRECAST 858 829 1404 1982 2441 2902 3364 12'-O'(1441 PRECAST 814 753 ,1 12690 1788 2201 2616 3032 13'-4-(1W') PRECAST 678 633 1057 14851 1826 2169 2513 14'-0-(168) PRECAST 622 586 974 1365 1679 199J 2309 17'-4'(2081 PRECAST 434 427 695 0 964 1182 1402 1623 19'-4"(2321 PRECAST 366 370 593 817 1002 1187 1372 O E MOM IN PA1611 KM ME MWO I KWO FOR CRAG[ 40 MD AM REAM SEE CDERAL NDIE 94 4 SAFE UPLIFT LOADS FOR 12' PRECAST w/ 2" RECESS DOOR U-LINTELS t. I SAFE LOAD - POUNDS PER LINEAR FOOT E 4Pt LENGTH 12RU 12RF6 RCMU PE1286-2tLENGTH 12Rf10•il tb614 4'-4- (52-) PRECAST 1295 3692 258 4'-4- (521 PRECAST 1626 2685 3746 4'-6' (541 PRECAST 1213 3458 2412 4'-6- (541 PRECAST 1558 2582 3602 5'-8" (68I PRECAST 784 2236 165 5'-B' (6BI PRECAST 1210 2042 2850 5'-10'(701 PRECAST 747 2129 155 5'-10'(701 PRECAST 1173 1984 2769 C-8' (801 PRECAST 602 1716 117 6'-8' (801 PRECAST 1020 152 2126 7'-B' (201 PRECAST 504 1438 914 7'-8' (901 PRECAST 904 1226 216 9'-8' (1161 PRECAST 355 1011 4 " 9;;8' (Nisi PRECAST 7W0 771 1472, NwNRERS IN FARDOMS AK PEFCDO IRD000016 M G.•' 40 MO ADDED WAAL SEE CEAm Rmc No. 4 W44 - DUIROCT RF.VISL'D Aeoep4nm no G-o ,o CRAMPARRIN'D 0/8 SEE GENERAL NOTES - SHEET 1 OF 3 'A•4A,"' A4`', PLP.E9dC,11<,.pgg5g tameca of ( . 1R GCAST-CRETE 4", 6" & 12" LINTEL SAFE LOAD TABLES nK RATE, oEswr-u owr rt: 4oEw Aww swE, 01 AT/nu"",,, 094 3714103 1 MdKo rp tWD PANN M - AM 11% 4nx oi1A7.Qa Ltun SREEr 3 of 3 MIAMDADE MIAMI-DADE COUNTY i PRODUCT CONTROL SECTION DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) 11805 SW 26 Street, Room 208 BOARD AND CODE ADMINISTRATION DIVISION Miami, Florida 33175-2474 T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.miamldade.gov/economy Cast -Crete USA, Inc. P.O. Box 24567 Tampa, Florida 33623 SCOPE: This NOA is being issued under the applicable rules and regulations governing'the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER- Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: "Cast -Crete" 8 Inch High Strength Precast and Pre -stressed Concrete Lintels APPROVAL DOCUMENT: Drawing No. FD8, titled "Cast -Crete 8" Lintel. Fabrication Details", sheets l through 3 of 3, prepared by Craig Parrino, P.E., dated June 7,1996, last revision dated June 12, 2014, signed and sealed by Craig Parrino, P.E., on August 19, 2014, bearing the Miami -Dade County Product Control Renewal stamp with the Notice of Acceptance number and the expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: Each lintel shall bear a permanent label with the manufacturer's name or logo and the Miami -Dade County logo. RENEWAL of this NOA shall be considered after a renewal application has been fitted and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur'after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause *for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA renews NOA # 14-0903.02 and consists of this page 1, evidence submitted pages E-1, E-2, E-3, E-4, & E-5 as well as approval document mentioned above. The submitted docturientation was reviewed by H, jltny A. Makar, P.E., M.S. NOA No. 16-0126.03 MIAMMADECOUNTY - /' Expiration Date: W21/2017 Approval Date: 04/28/2016 Page 1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 1. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #96-0613.01 A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details'; prepared by Craig Parrino, P. E, dated 06107196, revision #1 dated 11108196, sheet I of 1, and Drawing No. LT8, titled "Cast -Crete 8" Lintel Safe Load Tables'; prepared by Craig Parrino, P. E., dated 0610 719 7, revision #4 dated 04128198, sheet 1. of 1, both drawings signed and sealed by Craig Parrino, P. E. B. TESTS 1. Test report on flexural testing on Precast and Pre -stressed Concrete Lintels Filled Models, total of (36) concrete lintel specimens, perASTME-529-94, prepared by Applied Research Laboratories, Report No. 29702B, dated 07130197, signed and sealed by Christopher A. Ham on, P.E. C, CALCULATIONS 1. Calculations for Cast -Crete 8-inch Lintels, dated 06106196, 349 pages, prepared by Craig Parrino, AE., signed and sealed by Craig Parrino, P. E. 2. Calculations for Cast -Crete 8-inch Lintels, dated 11/11196. -45 pages, prepared by Craig Parrino, P.E., signed and sealed by Craig Parrino, AE. D. MATERIAL CERTIFICATIONS L Mill Certified Inspection Report Silo #4 dated April 1996 for cement by Southdown Brooksville Cement Laboratory. 2. Mill Certified Inspection Report 420-8275 dated 06/20/95 for pre stressing strand by The Crispin Company. 3. Mill Certified Inspection Report #20-8345 dated 11/13/95 for pre -stressing strand by The Crispin Company. 4. Mill Certified Inspection Report #2111-078240 dated 04/25/96 for #3 rebar by Ameristeel. S. Mill Certified Inspection Report #84-M19614 dated 02/29/96for #5 rebar by Birmingham Steel Corp. 6 Mill Certified Inspection Report 458 A66332 dated 01128/96 for #4 rebar by Birmingham Steel Co p. 7. Mill Certified Inspection Report #84-M20749 dated 04/05/96 for #5 rebar by Birmingham Steel Corp. 8. Mill Certified Inspection Report #84-M19805 dated 03/06/96 for #4 rebar by Birmingham Steel Corp. 9. Mill Certified Inspection Report #84-M21208 dated 04/21/96 for #4 rebar by Birmingham Steel Corp. 10. Mill Certified Inspection Report #84-M20652 dated 04/03/96 for #5 rebar by Birmingham Steel Corp. y A. Makar, P.E., M.S. Produc ontrol Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/21t2017 Approval Date: 04/28/2016 E-1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 11. Mill Certified Inspection Report #84-M20749 dated 04105196 for #S rebar by Birmingham Steel Co p. 12. Quality Control Manual for Cast -Crete Machine Made Precast Lintels dated 05114196. 13. Quality Control Manual for Pre -stressed Products dated 03120195. 2.. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #01-0209.03 A. DRAWINGS 1. . • None. B. TESTS 1. None. C. ' CALCULATIONS 1. None. D. MATERIAL CERTIFICATIONS 1. None. 3. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 03-0605.05 A. DRAWINGS: 1. Drawing No. FD8. titled "Cast -Crete 8" Lintel Fabrication Details", sheet 1 of 1, prepared by Craig Parrino, P.E., dated June 7, 1996, revision #2 dated January 28, 2003. and Drawing No. LTB, titled "Cast -Crete 8" Lintel Safe Load Tables" sheets 1 & 2 of 2, prepared by Craig Parrino, P.E., dated June 7, 1996, revision #5 dated March 24, 2003, all drawings are signed and sealed'by Craig Parrino, P.E. B. TESTS: 1. Test report on flexural testing on Precast Concrete Lintels Filled Models, total of 12) concrete lintel specimens, per ASTM E-529-94, prepared by Applied Research Laboratories, Report No. 30404B, dated 04123103, signed and sealed by Christopher A. Hamon, P.E. C. CALCULATIONS: 1. Calculations for Cast -Crete High Strength Precast and Pre -stressed 8-inch Lintels, dated May 29, 2003, sheets 1.1 through 1.493 and 2.1 through 2.336, prepared by Craig Parrino, P.E., signed and sealed by Craig Parrino, P.E. D. MATERIAL CERTIFICATION: 1. Quality System Manual for Cast -Crete Machine Made Precast Lintels revised on May 01, 2002. 2. Cast -Crete Quality System Manual for Pre -stressed Products dated 2002. 4 - /) - ae IGMij A. Makar, P.E., M.S. Product Control Section Supervisor NOA No. 16-0126.03 Expiration Date: OS/21/2017 Approval Date: 04/28t2016 E-2 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 4. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL 06-0222.01 A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details", sheets I through 3 of 3, prepared by Craig Parrino, P.E., dated June 7, 1996, last revision dated February 17, 2006, signed and sealed by Craig Parrino, P.E. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade Building Code Compliance Office. E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter from Cast -Crete Corporation, dated 0212012006, signed by Craig Parrino, P. E. S. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL 0 11-0121.04 A. DRAWINGS 1. None. B. TESTS 1. None. ` C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade Building and Neighborhood Compliance Department (BNC). E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter fi-om Cast -Crete Corporation, dated January 18, 2011, signed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2007 Edition. H A. Makar, P.E., M.S. Product Control Section Supervisor NOA No. 16-0126.03 Expiration Date: 05t21t2017 Approval Date: 04M/2016 E-3 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 6. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #12-0209.13 A. DRAWINGS I. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details", sheets 1 through 3 of 3, prepared by Craig Parrino, P.E., dated June 7, 1996, last revision dated February 17, 2006, signed and sealed by Craig Parrino, P.E., on Alarch 22, 2012. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade County Department of Permitting, Environment, and Regulatory Affairs. E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter from Cast -Crete Corporation, dated 0210312012, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2010 Edition. 7. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #14-0903.02 A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details", sheets I through 3 of 3, prepared by Craig Parrino, P. E., dated June 7, 1996, last revision dated June 12, 2014, signed and sealed by Craig Parrino, P. E., on August 19, 2014. B. TESTS 1. None. C. CALCULATIONS 1. Calculations for High Strength Precast and Pre -stressed 8-inch Lintels, dated August 19, 2014, sheets 14.101 through 14.124, prepared, signed, sealed by Craig Parrino, P. E. D. QUALITY ASSURANCE 1. By Miami -Dade County Department ofRegulatory and Economic Resources (RER). E. MATERIAL CERTIFICATION ' 1. None. F. OTHER 1. Letter from Cast -Crete USA, Inc., dated August 19, 2014, signed and sealed by Craig Parrino. P.E., certifying compliance with the Florida Building Code, 2014 Edition. HeWA. Makar, P.E., M.S. Product Control Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/21/2017 Approval Date: 04/28/2016 E-4 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 8. NEW EVIDENCE SUBMITTED A. DRAWINGS 1. None. B. TESTS 1. None. C. -CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By MiamiDade County Department of Regulatory and Economic Resources (RER). E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter from Cast -Crete USA, Inc., dated January 13, 2016, signed and sealed by Craig Parrino, P.E., certifying compliance spith the Florida Building Code, 2014 Edition. az'e_ H A. Makar, P.E., M.S. Product Control Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/21/2017 Approval Date: 04/28/2016 E-5 AST CR41Te HIGH STRENGTH PRECAST AND r PRESTRESSED CONCRETE LINTELS 1• j. Y PROAUCTRUNITWED Maldlasft .with We Florida LTYPF "" STIRRUPS BAR3UPS B U ELS STIRRU_ P PRESTRESSED U-LI 7/32"r STIRRUPS TYPE "0' STIRRUPS Y uwas STIRRUP &TAILS DATA,TABLE 45 OW, 4" SPArJso ter IA -a 0. A.2 l- IS -A OA40 fq I 1-J ID-f s 17- O.lea Ws 7 n 7 u 1 -f 4 0 Sa a 1 1 71J 1 -J a -f l 0 4 -f a f1'-e 0.1u 7e7 s 1/32 eAR fl'-f• 0 O a'-e s/a• to fY-0• 0100 elt u 7/sf eAR fl'-f0• e O Y-10 a/d 0 tt•-o• O.t» as ie 7/72 M0 fY-lo• e e 4•-0 1/M To 0 nM n u I nM sr nrcc nnno II_I IUTCI MATH TAOI C F taf13•; raLi 1.T,11:tt5 t 1,i Raf lifa'Y, m e nQE oa'.amarm rra:an^c v r nrr EER mum s_lo etc:doasaraay r•L:art:t rr,:?!t rr t e rrnra elmio ipGlr LJIl>4:l.JRrSr"!VL! Ll[YF©Qn Wj"[]G.E7GSR[•7>T rLl:S:::l R.4'.IAf.i:::113Ci©4tJ• r'rla rrjarr tomf» r ru::isrrfr or m •.• .,.....0 mail wa. Iu •r ,aAMr. Au aw uruA NI w oa0t Y.uw. ll ) v 3 . r rAealCAIm" MODELTArr.I."`ira..uom i .er IonfS araroarlNe pe. iauat, o/ u m x ilo.ar. mr a aO. mw PRC27aE2 O L4 n KM7nIG C CAU I.rA IrA PRECAST U-LINTEL DATA TABLE fr i r Pl a l! I::fla a>• N. l i l7 r-,q[-7M®F'! o vaQ m all rc.r vEF n ILSC'A r.o 1 v s ai ePal o Fi QF!SIE>iRI tZ 1Q'SiD EcomIMI0 i•LT1 iT rII:i r'7rZ"EIG'i 1• R•$"d 3Tf r R7ivi I RBSi E3Gi tTi rTY£i[AT T eL7 r bnmm Imp r mail rFII me.r o n aa r»t Mai mav nIT-.1r E:za rT mal;r r rnma F3C. o THIS P OWMARY MIMMAIM" Is MWO 108 PIIODU01 APINOYAL R U PROIl4190 M CORUCIIT I•K AND COMM Or. XUVW a= 00 MUMMO 111IIIOUf IML f100 1111MIN CONSCNI OP COT-CKIL USI. INC. 1. KWMfaa SUM 7/sf OAR AM$ As/01 04 N. A MOIL INl IOIAI MYIaa of fllaort Alm IS KMa OWI 60 AM AM; 7/10 INCH ammo is COOMIM atMM UaM fACN Noma S/OCn lelfd[WAT" "nmmMO ne a INl 21"" mO CMA /M OAWU solo AIM ula. - NO. Of SFMM ... "" Im f. Ca1CKU 11MMU a1 r.. Mo 4FM C11 en ru a• M tAM amCAR won SHM f autn" PaCST1671a Unflu f.. O70o fu rM ALL PKCASI a W" UMW. L fI POOIM Or a VRV UK 11aTRa Pa A 0"ff Ulsf rem . ani b. Cure OF COWOC MAT K OIIO m MN or emusob UMRL KWOXMO CAM L CUIPn"ODI tx, ORMU"m 10 RESAT URrla AND I "KIM /OGEE. MI ItrylsiENS •, PROOUC7 o YWithD1WWIe" Ceadi. Auflwldo AaepMAt. Ne/ o Oj aZ. IIc.U. aWIol6 CRASPARRINO t• % pp/ tt,• 0MCA579 Mbnlu Cemal C' SEF WM FL MM 4/OAtAL EN:' FL. Pl-LIC. N0.44756 mU/ CAST- CRETE 8" LINTEL FABRICATION DETAILS Inu 1 B SAFE GRAVITY LOADS FOR S" PRECAST w/ r RECESS DOOR U-LINTELS 4'"" 4-4Ir8 SAFE LOAD - POUNDS PER LINEAR FOOT TYPE LENGTH ertc a0 eRtto-06 6Af14-W 69r1e 0B Lsln ar2t m 9ano 9e MG-18 9 W14-1 91f19-1 Lm-le 9u29-te W30-l9 4'-4' S2 PRECAST7 1635 1749 3260 4349 5421 6493 750 1691 5296 4979 WW 9479 low 4'-6' S4 PRECAST N94 1596 2992 3960 4046 5924 am 1756 52m ew9 WW 471 10093 5'-8' (681 PRECAST 866 020 1716 2277 2639 3402 3966 1107 4567 069 7917 9311 S'-10'(10') PRECAST 810 1" ISW115M 2124 2649 3174 3700 1113 4242 oe» 7402 en6 5-e' (8D' PRECAST 797 901 3110 sae 7747 940 7360 901 3120 5018 791S 0470 10 7'-6' (907 PRECAST 669 795 2458 m9 5743 7239 3623 755 2469 37n 743 e906 1 1187 PRECAST 411 466 1556 2253 3122 4ml 3149 526 15M 2253 3129 4150 5091 j) THEE WMBEPARENTHESISEPERCENT REDUCTIONS FOR GRADE 40 FLD ADDED REBkR. SEE CENERALNOTES_ 1) II.ItAytt to 0' p-ad Add . 40M p1 to RdnaN Owl ON p1 r. bowl - 3090 .1 ntm...t Sn Nd .gtydt anear . " 46 °aL wN Arn n9 r..N.m •d as tW ASI a. O , wborItrATLIASIS .d. W W yu lw Mts 56N. DD In nrnfm 2) N solo bd UW. b...4 a w9La.. 4 imb nwzkt bwvlw 3) nwib M moor bd d Ira oft 4) 7bo —6. r pntOd. boada w rwad "dKu o to yat 40 Fr .tad tda. bY+ mtlr r-r UAW IW-Ill teb wr>, bw - $M ao ty in rt...fa 4t 4472 fY-) . Mat pe L IIWW i 9d16.9y td30D4 d 1a v ewb w . ataa tdkclbL it r aNXMa:e.e:Lqw awt04 mr9 CMe 5wt.a NISI 43, 1) Srw OW L40 a in%-& 7) 0a f7 #Alit aV to C*AA4N Ind br !3 nbaL 9) b=etrd wedrd r l aryy 49b W o"19dold 6) it. 6 Stew ta7 wad...otdt.w lwA Ima V. "I. bed r1t.. by t. bedalli 0e ate.. rabGlp nmed ad dew d d-am bao a ba . 1 teFWL 10) NA-Ind low 11) 9dl.w ON 4d d rdn to I. 1":4 d w 1M.w Of w Md Cr*. SAFE LATERAL LOADS FOR W. Dock. A9T uA V. arcrcq nnna u.l INTFLA 4C, X,.4,,m SAFE LOAD PLF LENGTH TYPE 8RU6 ORF6 RCMU 4'- 4' (521 PRECAST 758 1 757 1164 4'- 6' (54') PRECAST 694 693 1073 5'- e (681 PRECAST 408 407 655 5'- IO'(7n PRECAST 382 381 616 6'- 8' (80) PRECAST 595 788 464 90") PRECAST 509 674 363 k7'- C 9'- 8' (1161 PRECAST 370 490 214 SEE GENERAL NOTE 1S 12) . t b.- I % fi-V ' Me bddn .1 D. as rCol. Shopgo13) lb. d.Iw nd.o d i9d. lawn r e>u&r erntr wrl wn .Iw9 n.• a. 4>) d .9a...ppM in tawdwr. dD AS7Y Wtawr q..ptptl at&9. tq U.W. b"a daw.m 7 to ..taw a n) w4 eAmdd ( p6 bt6 *" 41 d.dd low a =.ft m .2 w Mal9 ep.tfae Appal . dal bet + ww Itedadd M S IA d..rfid d Sdo betlrow bw is) Fit 4aip ob awl b0pb ad dwm. W wb bat bom rot bw h-WA raft Ih IN Add Itn9m w tlea to an Ind bon told b.t.d 9000 mw. I» Sob bend*to .upwlmpad 0ta0b Ma 18) $ do law bond a aG d dwh• o.I. ).t AO &V r An 3u wdamw = k mrry admQ101'iear. Ue Wd.ei dmtlirw att&M SAFE UPLIFT LOADS FOR 8" PRECAST w/ 2" RECESS DOOR U-LINTELS 44a: rt-Cflan SAFE LOAD -POUNDS PER LINEAR FOOT TYPE LENGTH W" l aef5- 21 eatat Done- 21 W14- 1 ern4- n NVIII- 1 Ufte- W22- I18Rne-1 ant-: eR17e-21 W30- n WJO- 4'- 4'. (52 PRECAST em tae 23a 3M 3751 444S SI40 9m lA® 2362 30% 3751 4445 3140 4'- 6' (54 PRECAST w 1604 n72 2W 3607 42)5 4943 e07 ISM 22'722W 3W7 4275 4943 5'- 8' (68 PRECAST 6n I 1797 232e nun 3362 3911 vs 12121 I797 23n 211% 3302 3911 T- 10- (701 PRECAST boss 1707 1749 2259 3 3= 799 Is 1231 u46 32W n99 8 ( 57D 929 I530 2! 3]29s7o IOW15.W 2619 33297-6" 90') PRECAST 5a 742 1354 ' C2421 2567 29aSot ae1364256729609'- 0" (116`) PREGlSf 396 460 604 396 510 Ion 2016 US% 1) THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REHAB SEE GENERAL NOTE N0. 4 fl 7. I TYPE DESIGNATION Fr - 011[ 9 gal g01R / Y . YMYIn9 r"1f61 wn7 8F16- lB/IT 7aY1% WWJ Lmul"ofI5 Now" N000 Ina U tef k Rtau Al 7® ip A tiN' SEE SAFE LAIERAI. LOAD USU3 FOR IDM RAWC fGR GDI AOmIID1lAL 7: t.:• RT06.ORtED CYU (RC1RI) FURL COURSE 9ROOIX' rRENEWED a ta•MbL.dm 6e F1mid9 1/ 2' 13R W (2) is mm 8,14;04 Cob OR40 a CR60 At.ryrttt. No UKmIM t- 1R' and is mm Al wm a t9CR cam i 7 9' A0711Q M A400100 WOOL a' t Al romrc COOLS) oDucrltartsm) Owl!! 0mwitb Ow K.;d, OWY. tbelhl. 6 CRAIOPARRINOW24 CR S79" m a' SEFFNERfL33504r 1 a ri aci .r->--iia?i .= .'ijr FABRICATION DETAILS nd:rnli81Q1t rm r41S1i z1re7: LINTEL n. rrL4 li:n:u'Ilvra) r nm 4.1tI.,'•r'u'.-',ilf'.c r. ra:rtld:iy:n Tirl n: w zrttTa a i: rdvrd r: r,LrT>Ra:rlsa vrirat7l r u7a:I>t:A.1r•:IrtLiln: u M IAM 1-iaADE NUAMI-DADS COUNTY PRODUCT CONTROL SECTION DF,PARTNIENT OF REGULATORY AND ECONO WC RESOURCES (RER) l t805 SW 26 Street, Room 208 BOARD AND CODE ADMINISTRATION DIVISION Miami, Florida 33175-2474 T(786)315.2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) iviymmiamidade.eov/ecouomv Cast -Crete USA, Inc. P.O. Box 24567 Tampa, Florida 33623 SCOPE: This NOA is being issued tinder the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section ([n Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: ( Cast -Crete) 411,611 & 12" High Strength Precast and Prestressed Concrete Lintels APPROVAL DOCUMENT: Drawing No. FD4612, titled "Precast and Prestressed Lintel Details", sheet 1 of 1, prepared by Craig Par•ino, P.E., dated March 24, 2003 and Drawing No. LT4612, titled "Cast -Crete 4", 6" & 12" Lintel Safe Load Tables", sheets 1 through 3 of 3, prepared by Craig Parriuo, P.E., dated March 24, 2003, last revision dated June 12, 2014, all signed and sealed by Craig Pan•ino, P.E., on August 19, 2014, all bearing the Miami -Dade County Product Control Revision starrip with the Notice of Acceptance number and the expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: Each lintel shall bear a permanent label with the manufacturer's name or logo and the Miami -Dade County logo. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no ' change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any otter purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed -by the expiration date may be displayed in advettising literature.. Warty portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the•manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises NOA # 13-0321.07 and consists of this page 1, evidence submitted pages E4, E-2 and E-3 as well as approval document mentioned above. The submitted documentation was reviewed by Helmy A. Makar, P.E., M.S. F ff/ NOA No. 14-0903.03 MIAMI DARE COUNTY v ` ' L/• 'Li' Rxpitafion Date: 09/11n018 J f Approval Date: 10/09/2014 o f ° T 2 ° ¢ • Page I Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 1. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL 003-0605.04 A. DRAWINGS 1. Drawing Alo. FD4612, tilled "Precast and Prestressed Lintel Details'; street 1 of 1, prepared by Craig Parrino, AE., dated March 24, 2003 and Drenving Aro. LT4612, titled Cass-Crele 4 ", 6" & 12 " Lintel Sgfe Load Tablas'; sheets 1 through 3 of 3, prepared 41, Craig Parrino. P. E., dated Alarch 24, 2003, last revision #1 dated April 28, 2003 both drawings signed and sealed by Craig Parrino, P. E. B. TESTS 1. Test report on flertu-al testing on 4", 6" & 12 " Precast Concrete Lnrtels Filled and U filled Models, local of (13) concrete lintel specimens, per ASTjw E-529-94, prepared by Applied Research Laboratories, Report No. 30404.4. dated 04110103, signed and sealed by Christopher A. f1amon, P. E. C. CALCULATIONS 1. Calculations for Cast -Crete Lintels, dated 05129103, 207 pages, prepared by Craig Parrino. P.E., signed and sealed by Craig Parrino. P.E. 2, Calculations for Cast-Crele lintels, dared 05129103, 140 pages, prepared by Craig Parrino. P.E., signed and sealed by Craig Parrino, P.E. D. MATERIAL CERTIFICATION: 1. Qualio, System Alanual fo• Cast -Crete Machine Blade Precast Lintels revised on U v 1. 2002. 2. Cast -Crete Quullq System Manual,for Prestressed Products dated 2002. 2. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 08-0320.09 A. DRAWINGS 1. Dra ving No. FD4612, tilled "Precast and Pr•esu-essed Lintel Details", sheet 1 of 1, prepared by Craig Parrino, P.E., dated Alarch 24, 2003 and Drcnving No. LT4612, titled Cast -Crete 4", 6" & 12" Lintel Safe Load Tables", sheets I through 3 of 3, prepared by Craig Parrino, P. E., dated rlfarch 24, 2003, last revision dated March 11, 2008. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. qv I iami-Dade County Building Code Compliance Office. E. MATERIAL CERTIFICATIONS 1. Axone. Hk4t iy A. Malcav, P.E., M.S. Product Control Unit Supervisor NOA No. 14-0903.03 Expiration Date, 09/11/2018 Approval Date: 10/0912014 E -t Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 3. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL h 12-0209.12 A. DRAWINGS 1. Drawing No. FD4612, titled "Precast mul Prestressed Lintel Details'; sheet 1 of 1, Prepared by Craig Parrino, P.E., dined March 24. 2003 and Drawing No. LT4612, titled "Cast -Crete 4", 6" & 12" Lintel Safe Load Tables", sheets l through 3 of 3, prepared by Craig Parrino, P.E., dated itlarch 24, 2003, last revision dated Alarch 11, 2008, all signed and sealed by Craig Parrino, P.E., on Alarch 22, 2012. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By itflani-Dade Coma), Department of Permining, Environment. and Regulatoy.4jfairs. E. MATERIAL CERTIFICATIONS 1. None. F. OTHER 1. Letter fr-on Cast -Crete Corporation, dated Februa y 03, 2012, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2010 Edition. 4. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 13-0321.07 A. DRAWINGS 1. None. B. TESTS 1. None. C. CALCULATIONS 1. Atone. D. QUALITY ASSURANCE 1. By A4ian i-Dade Co my Department of Regulatory and Economic Resom-ces (IER). E. MATERIAL CERTIFICATIONS 1. None. r f Uo ny%A. Malcar, P.E., M.S.- Product Control Unit Supervisor NOA No. 14-0903.03 Expiration Date: 09/11/2018 Approval Date: 10/09/2014 E-2 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED S. NEW EVIDENCE SUBMITTED A. DRAWINGS 1. Drawing rVo. FD4612, titled "Precast and Prestressed Lintel Details", sheet I of 1, prepared by Craig Parrino, AE., dated kfarch 24, 2003 and Draining No. LT4612, titled "Cast -Crete 4 ", 6" & 12" Lintel Safe Load Tables'; sheets 1 through 3 of 3, prepared by Craig Parrino, AE., dated Mach 24, 2003, last revision dated June 12, 2014, all signed and sealer! by Craig Pan-ino, P. E.. on August 19, 2014. B. TESTS 1. None. C. CALCULATIONS 1. Calculations for Cast -Crete Lintels, dated 0811912014, pages 14.201 through 14.236. prepm-ed by Craig Parrino, P.E., signed and sealed by Craig Parrino, AE. D. QUALITY ASSURANCE 1. Bp A4imni-Dade Cotutty Depai-tmetu ojRegulatot3, mtd Economic Resotu-ces (RF,R). E. MATERIAL CERTIFICATIONS 1. None. F. OTHER 1. Letter from Cast -Crete USA, hic., dated August 19, 2014. signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2014 Edition. Hel . '[altar, P.E., MS. Product Control Unit Supervisor NOA No. 1 d-0903.03 Expiratlou Date: 09/11/2018 Approval Date: 10/09/2014 E-3 r 7 RE W HIGH STRENGTH PRECAST AND PRESTRESSED CONCRETE UNTELS 1:• .•fL.R aura IY MreAft ./ .• .rein xxe. IHIIwtfL .r rr»r lum .• :am Iann i1IaiR M/t/]]YI ft11hM a" SOLID UNITEL nATA TARLF iITIVI'.r4iiIMM 9 i l9fulr16i'rt3fif I'Alimi1t}p ffwlmzi3ii!® 9IJ1L.>t Q i[Nf. f rl n. 6" PRECAST U -LINTEL DATA TABLE MCA mut rtuv eo vrtEr a©nto Er;ar rastf u r .usse mry v rya vn o r I'7iII7r1fu lrsaE7sfz lrld Vn<tf rlalarr_rffsxt.rf, IrarvcnsimrtaavntA tE2^..7 rrt7 fF :7 r u11::e rai9 n1Sfa1 E>a t2.7 0 rater ns-.zrrtL a ItTMI,-iffli7r:LL".1 mmtT.$T9r R.7l1Z i rrlL•9 7fS77 rtL"'.Iri 7R7 7111 [Sg7t117 o' m rreurr-IFf WITIN ra-.lEsatia rt.su! rzavt• a rsv Lr>. r>a ruse ts>av tre'a ra. to avnrmrsr>•rtLtseEiarrlflL-' pryE otto rstev ref as pry r I„1.nEFd'i a rMry Iawu• 12' PRECAST U-LINTEL DATA TABLE oor1111131RILMfI21,' EMNMzlt FffWIPLI 1CyRX-1i.ffILrmrnr7[etat/t_a7:AfmJ C/ns RE f1.ar ENZAvta^_iaZEAerno rc-rrn LLLa.tw,l^Io vcar a no ra aL rear rv®rs rra r armfuru.t!rt rr,»:tr•Ltsvo trranRrrf rri.rlr rtui:: tr veivo tMr»rmtcttartineEDT rl1[ i-'[ilCS/F]C.o Ql'1i r>LT%fs`a>.r t11"!3mC1 rll1L.'!R]GS Eiji tt7 i'SI r7{Lf7 t! rti'i^ 7 RG I21"" rn O a®rar.EEE> u tnaatrloomilm west a i rc:a rti.ttzv pry rlL pld ESG'i rffii rtlJS'_'J tf..1._]y LJC1 L7• TYPE 'r' WE 'e-$IIRF mn n ^ rav is r//n r mt. r/ur r .ram fie aln IN• 1•R es i r. c,ar •i YYu..whem t 7 1t 1 It D t .• iRt Itolpl7Atr offoRum R a IROMM rot FJO WN Arrlvv l a If r.oltCnb R aWMff Los NR GN.N It t2,10,M tt on tmaRmx vo m m otrawmm team "sl--mm IRA, .., . 1. IOROL'.a mm t/JI uR AM ARAM A 1a AIR I. K.e NRraO mWft . AM • /I IMM IRRM • IK• M R Rt M NI711 ASI A. Rep m tout Mom O tONA" Kal® AK ~m RUMOR 1. Romm MUM q . mb m m v R On AIa HIM IKII LAID Do •I ut ReD•Kt m cdo to OUWU - DG M m% l I.OIa ro . no m I•I . aRw IRlat IIY.. R . no I.t mKUew clK r.KeNle MmL A"" w !. teimaat" K OD eQ m IMA f0 K lab. 1M1 aRI M I ION. Id t.Gl two. 0 • AM It •Ie UAW AM S10"M IM Lops i Iip v R ;rrsamnRa lV r. ARvrw Re`;ll',i rlcs[a stort;ir. in•.r7 v4n®©n o eleyomaoc.EEr f r.v_.toes ve Ee a ar e • i N tM:1G] t ueJa clCe 1 r.ua r aL-"J ur t.In Rt1 QltlbiJ[1C11 x•-Re,rr>. i••lll r•vL'L"_1 L Gyl L7n • • siCLIr1CLf1LLR'T7lll' rk1t-:'.l •>``i rr/L1 nII'C'i •'1n t • - • ;1 tnr_.v - ravOr •,mt-arvn mt-aa rxv Rr>a O t ! I• t•tt fLPEUC.NO.447ss cm PRECAST AND PRESTI lu noRA emu a Oart rr taut RAIL SAVO rtrca® rr cm raopucr xt:vtsl: u RI mllrl/iaLMltlMAiFlo:i.la ALSR[W`Ne/ 4_eGo .03 KIW UOIO ig U p NCnRttar D LINTEL DETAILS GENERAL MOTES I) hbbflae re 4• 0.0d GAY • 300o rd re C b If pee I Odd . OW ft pad • 300D pl ipY madman Fd: •yma y•ob wncnb ommy oft (cWh 0a to u•G-m1•iv. rd ato rwop.niw fUenl0: 190D pi mtgr ptl A5N NIS Gob b mate w A51d 4i7D qp u a i 2) AJ .do bd 600 boo m nieoem 4 irA WWMd Mednr. Efnal m em1 bo I+d4 j bA p "+ um 0 V2 ietha 3) h•ab IA no" hid ad held )orb. 4) N muftm h pralwb heeeem eNopmtMieUm Iw Weir 40 reb WIW '. 142 e.M 01429 GnFj°:412h 9 p I4224 S) b Odds map a .w a Lad 3W dd rift At¢ weebmama LAW fi ie0ok " 6WIi. W. 160 AI Gau meniy 1M Raftlidp •Ii•• 0) Rm 9W bbb a -Pat 7) 4• bpi bM b to intdW V e &m. ob. bWmrid and b' 6 oom wrci 0) WWyy6 4.4U.do.d d Odd and m" l6k W aWabN m0/w drut9.d •xmdf. loa a .typal. 10) IUL-Rd Rdo 11) boom rd 0"W row to be I.ahrd d to mtka d 1h. Add 4a.•4'. TYPE OFMCNAl10N r . nto .°t mim 10 - un:b I m° wuAma 12 16-28/2T twvft J J L. oop ffAmIwirum rmo. m e amf Ilht v nlmttlV In p0 ro d' uor wma l9wwrono .• urmf IIOI " won+ 12) amuMsUi.dkol td .W I••a4 Oda" d 0• tnm to 14 lh• atllw miKs .I W& intabd h od.Aa taoasb mma mb sod hoe; o%; a .het• q0W h .&..dWo AM C-M a 0..W.W o .ft 14) lb.a. b•Iod r.pAaoau.p b. 2h . a0d (Ma Y M •M• .df .Itltb M tlretrl la Ile auto NE W Appal wrrW bW + MImo •• ilwbl tldd S IA Sdo +• Aad bW S.b 1tlrb.dW bW 15) rw rrhradl. Odd hdphb not dtlm m sob bW bm ne bev Alpb dam 14) ra Odd to44W Id Ova k W .d. bW Inn lee Wq d le.p4 sham 17) We boo as 4YpabyO.W dWWAo boo 1) sob bob bow .. moatll dsegm omb k pn A13 53do•wWAO 31L 10) Ae. dat br ub (00A0 Am IN bid S. Awhbby dbd-. 1, y; s+ ,, i SEE SAFE WERAL Lao TAM FOR Lao WHO FOR DCH A00MWA fO uRCEU ( RUM SS1) jS RMAR FOR C IWIEIS l2) j5 REBAR FOR W LNTELS CR40 or GR60 i•'• i • 4` SAFELOADS FOR 4" SOLID LINTELS Ca 4-cm GRAVITY TYPE LENGTH 4S8 X- C (421 PRECAST 1180 4'-0• (481 PRECAST 959 4'-e (541 PRECAST 789 5'-10'(707 PRECAST 460 6'-6- (78) PRECAST 360 7'-6' (901 PRECAST 260 9'-4' (112' PRECAST 156 10'-6'(1261 PRECAST 116 12UB CA-P- 41 m UPLIFT LATERAL TYPE LENGTH 4S8 4S8 3'-C (421 PRECAST 687 371 4'-0• (481 PRECAST 597 320 4'-6' (541 PRECAST 529 258 5'-10'(70-) PRECAST 407 148 6'-6' (781 PRECAST 366 118 7'-6' (901 PRECAST 280 87 9'-4- (1121 PRECAST 187 55 10'-6'(1261 PRECAST 152 43 12FB 12F12 12F16 r.•. yy ti lln 6UB 6F8 6F12 6F16 gip.;;,,.:'; i ::;:,:..1,;;• .. t;;,;,:,. i' ;•i :!vim:,::: :,;:.., -:,,.•{ ,',•_• 4S8 12F28 121` 24 12F20 ti \` • j lruoaicl• 10Svt31fro i;• :' UdlOom•r4J.' O•„Ih IA. Flwlda v i '.• F • 7k : i.s lW: p CRAIG PNRPoNCIloWj• • eiWe ) - ° C °1 R 1 '.•' M CR S79 FP 6F32 BF28 61` 24 6F20 ''•irs'IpNAL;G q RE ur.p 44756°nA•`'" 14CNM OF (/(/V - m-CAS T-CRETE 4", 6" & 12" LINTEL SAFE LOAD TABLES w+ \` , . ,.. WRwe o Sll 14U04 Ir. AFAO gum stye ws. vV • r' aiF: 2/2f/•1 0=16 0, LW, FAQ•, rt - KG m 44210 1 p0.U010:R0. U4612 Wit I or 2 SAFE GRAVITY LOADS FOR 8" PRECAST U-LINTELS 4cmw_* SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 6U8 61`8-18 6F12-10 WWII) 61`20-16 6F24-I8 6F28-18 61`32-16 3'-6- (421 PRECAST 2332 2676 3892 5050 6148 7227 8297 9357 4'-0' (481 PRECAST 2025 2313 3892 5050 6148 7227 8297 9357 4'-6- (541 PRECAST 1654 1887 3633 5050 6148 7227 8297 9357 Y-10'(701 PRECAST 1067 1260 2198 3557 5734 7227 8297 822504 6'-6' (781 PRECAST 949 1078 1931 1 2550 4328 6737 9297 91S) 7'-6' (901 PRECAST 779 883 1459 2185 3151 4524 6654 9357 9'-4- (1121 PRECAST 584 660 1056 1523 2064 2795 3731 5017 10'-6'0261 PRECAST 503 566 895 1270 1706 2236 2898 3747 11'-4-(136') PRECAST 457 513 805 1133 1507 1952 2492 3163 12'-O'(1441 PRECAST 425 477 744 1042 1377 1769 2238 2808 13'-4'(1601 PRECAST 373 417 646 895 1170 1485 1852 2285 14'-O'(1681 PRECAST 351 392 605 835 1067 1373 1703 2087 17'-4'(2081 PRECAST N.R. 299 455 620 794 98S 1198 1437 1) THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR WAX 40 FIELD ADDED REBAR. SEE CENTRAL NOTE NO. 4 SEE GENERAL NOTES - SHEET 1 OF 3 SAFE LATERAL LOADS MRA-ORW!A.QTIV IM 01R 4427.4 M1 SAFE LOAD PLF LENGTH TYPE BUS 6F6 RCMU S-6' (421 PRECASI 587 1055 596 4'-D' (481 PRECAST 487 787 445 4'-S' (541 PRECAST 416 609 344 5'-10'(701 PRECAST 300 350 198 V-S' (781 PRECAST 263 496 157 7'-6- (901 PRECAST 222 367 116 9'-4- (1121 PRECAST 173 352 74 IW-6'(126) PRECAST 151 276 58 11'-4-(131r) PRECAST 139 311 49 W-O'(1441 PRECAST 131 277 44 13'-4' (160') PRECAST 117 223 35 14'-O' (16n PRECAST 111 202 32 17'-4'(20n PRESTRESSED N.R. 130 21 SEE GENERAL NOTE 18 SAFE UPLIFT LOADS FOR 6• PRECAST U-LINTELS 0a14n3 SAFE LOAD -POUNDS PER LINEAR FOOT LENGTH TYPE 01-11 61`12-1T 61`16-11 6F20-11 6F24-IT 61`28-11602-11 S-6- (421 PRECAST 1412 2D74 2715 6 3997 46M 5279 4'-0' (481 PRECAST 1225 1800 2357 2913 3470 4027 45S3 4'-6' (541 PRECAST 1083 1592 2084 2577 3069 3562 4055 5'-10'(701 PRECAST 831 1222 1600 1979 3114 6'-6' (781 PRECAST 723 1097 1437m1777 E235727362457 2797 7'-6- (901 PRECAST 48 883 1249 1544 21352431 9'-4' (1121 PRECAST 575 5710098D 1252 1732 1972 10'-6'(1261 PRECAST 514 462M 787 w 1121 133 x 155t 1766 11'-4'(13S-) PRECAST 474 404 685 m 995 m 1213 1442 1645 12'-0' (144' PRECAST 454 v 367 r.) 619 888 1299 1506 13'-4-(150') PRECAST 402 308 516 736 1076 1247 14'-0'(1681 PRECAST 368 285 475 67I N 989 1145 17'-4'(208I PRECAST 253 208 338 476 693 803 0) THE NUMBERS IN PARENIHESIS ARE PERCENT REDACTIONS FOR GRADE 40 FIELD ADDED REBAR SEE GENERAL NOTE NO. 4 IAIG PARRINO 6324 CR 679 FNEKFL 33684 E.l1GNfl AAM pRODUCrnxvwr,D W10m" "41o.1, Florid. Wmtx.a -O Ole ucl CbiL I ; L 1¢ CAST- CRETE 4", 6" & 12" LINTEL SAFE LOAD TABLES IAKICPIQNfRAL vm0 2y' % `rP Z[rl sp ps MIYC OMRIp-t• OIMM M MU WMOY lCML M1! eacmum rr. cwe roam. rt - tt w. puss - ot nvclm. cua: sl¢tt 1 m s _ SAFE GRAVITY LOADS FOR 12" PRECAST U.LINTELS W"*N" SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 12U8 IVO-29 OVII-20 12116.20 20-26 12124-26 12M-26 12F12-26 S-6- (421 PRECAST 3428 50M 583E 7619 2 11060 12755 14438 4'-Cr (481 PRECAST 2923 4232 SIM 7619 9352 11060 12755 14438 4'-6' (541 PRECAST 2396 3464 5304 7619 9352 1106D 12755 14435 5'-10-(701 PRECAST 1612 2320 3218 5234 5487 11060 12755 141 6'-6- (781 PRECAST 1383 1986 2679 4196 6421 IW32 112755 144 Y-6' (9D7 PRECAST 1138 1628 2131 3218 4676 6756 19763 135 9'-4- (1121 PRECAST 795 1216 1535 2230 3083 4167 5593 7552 10'-6-(1261 PRECAST 614 1043 1295 1853 2516 3323 43M 5632 11'-4-(1361 PRECAST 518 945 1162 1649 2216 12893 3719 474 12'—O'(144') PRECAST 456 878 1073 1513 2020 2617 33332064 13'-4-(1601 PRECAST 359 767 926 1294 1709 2189 2743 3409 14'—O'(1681 PRECAST 321 720 865 1204 1584 2017 2451 3106 17'-4-(2081 PRECAST N.R. 451, 631 D 881 1141 1428p 1750 2102 19'-4' (2321 PRECAST N.R. 343 177 A 700 r 925 1152 1380 16D9 V) 'm ioimot a a owwm m AIM PUWU NfDJC11O6 Fax am 40 sito an 9T94N. $ 4EwK NOTE in 4 SAFE GRAVITY LOADS FOR 12" PRECAST wA 2" RECESS BAAR "A INTI:LS 4w117_*Mf41 SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 11RU6 ims-211 12MO-2 13114- 12M9. 21 INFIS 124E - 4'-4' (521 PRECAST 2538 2942 5468 7584 9640 11669 13679 15679 4'-6- (54-) PRECAST 2319 2740 5468 7584 2640 11669 13679 15679 5'-8- (68r) PRECAST 1347 1841 35M 6395 9640 11669 13679 156 5-10'(701 PRECAST 1259 1758 3361 5954 9358 11669 13672 15 6'-B' (801 PRECAST 924 1430 2633 4415 6684 1 1257 1480q 7'-6' (907 PRECAST 703 1203 2157 3494 W59 7922 9623 1132 9'-8- (1181 PRECAST 389 843 1451 2157 3203 4427 5417 6380 11) aM NWWM W MENRMSa AIM r WO ! MLIC11016 F41 CM 4D nM1) MM AMW SEE C(M ft WE MA 4 ADS ll1 . Q Cam/ tea-Y"a SAFE LOAD PLF LENGTH TYPE 12US 12F8 I RCMU Y-6- (421 PRECAST 1295 484113933.s 4'-0' (467 PRECAST 1295 4841 299 4'-6' (54-) PRECAST 1049 3922 2417 V-10'(707 PRECAST 681 2547 155 6'-6' (78') PRECAST 579 2167 1234, 7'-6- (9n PRECAST 474 1771 914' V-4- (1121 PRECAST 355 1326 580, 10'-6'(1261 PRECAST 306 1143 454, 11 '-4- (1361 PRECAST 278 1041 38 12'-0-(1441 PRECAST 260 971 34 IS-4-(1601 PRECAST 229 857 278 14'-0'(1681 PRECAST 216 809 251 1Y-4'(2081PRESTRESSED N.R. 633. 162m 19'-4-(2321 PRESTRESSED N.R. 534 130 PLF SAFE UPLIFT LOADS FOR 12" PRECAST U.LINTELS 4w,t 4-m SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE IM-21 12FI2-21 12F16-21 IV20-2112F24-11 12128-21 12F32-2T r-6- (421 PRECAST 2752 4287 5613 6930 264 19589 10915 4'-0' (481 PRECAST 2389 3721 4872 6023 7174 10325 9477 4'-6' (54') PRECAST 2113 3291 4310 5328 6347 IM5 8384 5'-10-(701 PRECAST 1623 2527 3310 4092 4875 1 56M 6441 6'-6' (78') PRECAST 1444 2269m 2972 0BI 5784 Y-6' (901 PRECAST 1267 1767,251A.17 1028 V-4- (1121 PRECAST 1028 1111.2106 W2764 583 4079 10'-6'(1261 PRECAST 9201 147 1112 209 365311'-4-(1361 PRECAST B58 829 1404 902 33W12'-C'(1441 PRECAST 814 753 1269 IS-4-(160') PRECAST 678 633 1057 1485 1826 14'-O'(168') PRECAST 622 586 10 974 1365 19 1679 1T-4'(208 PRECAST 4 44 427 695u 964 1182 19'-4'(23Y) PRECAST 366 370 59J 817 1002 w Im INOIa[A ox IRWIJmWo M4 rLIVAM MUMMA 14W WK 4D FilO AM K AR SEE C09PA XDIE IQ 4 SAFE UPLIFT LOADS FOR 12" PRECAST wF 2" RECESS DOOR U-LINTELS SAFE LOAD - POUNDS PER LINEAR FOOT 4'-4- (521 PRECAST 1295 3692 2 4'-4' (521 PRECAST 1626 2685 3746 4'—B'_ (541 PRECAST 1213 3458 2417 4'-6' (541 PRECAST 1558 2582 UO2 5'-8- (691 PRECAST 784 2236 165 5'—B' (68') PRECAST 1210 2042 2850 5-10'(701 PRECAST 747 2129 155 5'-10'(70) PRECAST 1173 19B4 2769 6'-8' (801 PRECAST 602 1716 1170,6'-8' BDI PRECAST 1020 1538 2426 V-6- (901 PRECAST 504 1438 914, 7'-6' (90r) PRECAST 904 4 12264 2163 9'-8- (116') PRECAST 355 10114 fill 9 8' (1161 PRECAST 7030 771 11472, G,- • ENS • Arpom WAR 29 CE111ft MDD PMW M 14 FOR 447 Yr: 1t FA I: SEE GENERAL NOTES — SHEET I OF 3 IRODUCr19f.VI3OD a1' w%Uy(IR 14U10w 11"IiAa 11WIdi16lto04 CMG6924CR579M 0N l r1,.•' SUFWER.R 33584 D1m11>me u44 U 44 u4 • FI P.E'L1C.N0.A4756 CAST-CRETE 4", 6" & 12" LINTEL SAFE LOAD TABLES INE MAML` MW-14 em" m IOMAN AMNWD YA16 KM DUC :n4/01 FJMCIItO m alll0PAW^PJ.-2MWWMI rMMNC:MD. 134611 SIM 1 OF 3 MIAMI-DARE DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) BOARD AND CODE ADMINISTRATION DIVISION MIA641-DADE COUNTY PRODUCT CONTROL, SECTION I t805 SW 26 Street, Room 208 Miami, Florida 33175-2474 T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.miamidade.gov/economy Cast -Crete USA, Inc. P.O. Box 24567 Tampa, Florida 33623 SCOPE: This NOA is being issued under the applicable rules and regulations governing'the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER- Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction AHI). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section (In Miami Dade County) and/or the AHI (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AH1 may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: "Cast -Crete" 8 inch high Strength Precast and Pre -stressed Concrete Lintels APPROVAL DOCUMENT: Drawing No. FD8, titled "Cast -Crete 8" Lintel -Fabrication. Details", sheets I through 3 of 3, prepared by Craig Parrino, P.E., dated June 7, 1996, last revision dated June 12, 2014, signed and sealed by Craig Parriuo, P.E., on August 19, 2014, bearing the Miami -Dade County Product Control Renewal stamp with the Notice of Acceptance number and the expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: Each lintel shall bear a permanent label with the manufacturer's name or logo and the Miami -Dade County logo. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur'after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically tenninate this NOA. Failure to comply with any section of this NOA shall be cause'for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA renews NOA 014-0903.02 and consists of this page 1, evidence submitted pages E-1, E-2, E-3, E-4, & E-5 as well as approval document mentioned above. The submitted documentation was reviowed by H July A. Makar, P.E., M.S. J y/ NOA No. 16-0126.03 MIAMMADE COUNTY G Gi' _ Expiration Date: 05/21/2017 Approval Date: 04/28/2016 Page 1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 1. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #96-0613.01 A. DRAWINGS 1. Drawing No. FD8, titled "Cast. -Crete 8" Lintel Fabrication Details", prepared by Craig Parrino, P.E., dated 06107196, revision #1 dated 11108196, sheet 1 of 1, and Drawing No. LT8, titled "Cast -Crete 8" Lintel Safe Load Tables", prepared by Craig Parrino, P.E., dated 06107197, revision #4 dated 04128198, sheet 1. of 1, both drawings signed and sealed by Craig Parrino, P.E. B. TESTS 1. Test report on flexural testing on Precast and Pre -stressed Concrete Lintels Filled Models, total of (36) concrete lintel specimens, per ASTME-529-94, prepared by Applied Research Laboratories, Report No. 29702B, dated 07130197, signed and sealed by Christopher A. Ilamon, P.E. C, CALCULATIONS 1. Calculations for Cast -Crete 8-inch Lintels, dated 06106196. 349 pages, prepared by Craig Parrino, P.E., signed and sealed by Craig Parrino, P. E. 2. Calculations for Cast -Crete 8-inch Lintels, dated I1111196,'4S pages, prepared by Craig Parrino, P. E., signed and sealed by Craig Parrino, P. E. D. MATERIAL CERTIFICATIONS 1. Mill Certified Inspection Report Silo #4 dated April 1996 for cement by Southdown Brooksville Cement Laboratory. 2. Mill Certified Inspection Report #20-8275 dated 06120195 for pre stressing strand by The Crispin Company. 3. Mill Certified Inspection Report #20-8345 dated 11/13195 for pre -stressing strand by The Crispin Company. 4. Mill Certified Inspection Report #2111-078240 dated 04/25/96 for #3 rebar by Ameristeel. S. Mill Certified Inspection Report #84-M19614 dated 02129196for #5 rebar by Birmingham Steel Corp. 6. Mill Certified Inspection Report #58 A66332 dated 01128/96 for 94 rebar by Birmingham Steel Corp. 7. Mill Certified Inspection Report #84-M20749 dated 0410SI96 for 45 rebar by Birmingham Steel Corp. 8. Mill Certified Inspection Report #84 M19805 dated 03106196 for #4 rebar by Birmingham Steel Corp. 9. Mill Certified Inspection Report #84-M21208 dated 04121/96 for #4 rebar by Birmingham: Steel Corp. 10. Mill Certified Inspection Report #84-M20652 dated 04103196 for tl5 rebar by Birmingham Steel Corp. Fl#ny'A. Makar, P.E., M.S. Prod uc ontrol Section Supervisor NOA No.16-0126.03 Expiration Date: 05/21/2017 Approval Date: 04/28/2016 E-1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 11. Mill Certified Inspection Report #84-M20749 dated 04105196for #S rebar by Birmingham Steel Corp. 12. Quality Control Manual for Cast -Crete Machine Made Precast Lintels dated 05114196. 13. Quality Control Manual for Pre -stressed Products dated 03120195. 2.. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #01-0209.03 A. DRAWINGS 1. . - None. B. TESTS 1. None. C. CALCULATIONS 1. None. D. MATERIAL CERTIFICATIONS 1. None. 3. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 03-0605.05 A. DRAWINGS: 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details". sheet 1 of 1, prepared by Craig Parrino, P.E., dated June 7, 1996, revision #2 dated January 28, 2003, and Drawing No. LT8, titled "Cast -Crete 8" Lintel, Safe Load Tables", sheets 1 & 2 of 2, prepared by Craig Parrino, P.E., dated June 7, 1996, revision #S dated March 24, 2003, all drawings are signed and sealed'by Craig Parrino, P.E. B. TESTS: 1. Test report on flexural testing on Precast Concrete Lintels Filled Models, total of 12) concrete lintel specimens, per ASTM E-529-94, prepared by Applied Research Laboratories, Report No. 30404B, dated 04123103, signed and sealed by Christopher A. Hamon, P.E. C. CALCULATIONS: 1. Calculations for Cast -Crete High Strength Precast and Pre stressed 8-inch Lintels, dated May 29, 2003, sheets 1.1 through 1.493 and 2.1 through 2.336, prepared by Craig Parrino, P.E., signed and sealed by Craig Parrino, P.E. D. MATERIAL CERTIMCATION: 1. Quality System Manual for Cast -Crete Machine Made Precast Lintels revised on May 01, 2002. 2. Cast -Crete Quality System Manual for Pre-sh-essed Products dated 2002 Y - wze: _ ny A. Makar, P.E., M.S. Product Control Section Supervisor NOA No. 16-0126.03 Expiration Date: OS/21/2017 Approval Date: 04/28/2016 E-2 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 4. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #06-0222.01 A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details". sheets I through 3 of 3, prepared by Craig Parrino, P.E., dated June 7, 1996, last revision dated February 17, 2006, signed and sealed by Craig Parrino, P.E. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade Building Code Compliance Office. E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter from Cast -Crete Corporation, dated 0212012006, signed by Craig Parrino, P. E. 5. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 11-0121.04 A. DRAWINGS 1. None. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade Building and Neighborhood Compliance Department (BNC). E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter from Cast -Crete Corporation, dated January 18, 2011, signed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2007 Edition. H&IR6 A. Maka r, P.E., M.S. Product Control Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/21/2017 Approval Date: 04/28/2016 E-3 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 6. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #12-0209.13 A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details", sheets I through 3 of 3, prepared by Craig Parrino, P.E., dated June 7, 1996, last revision dated February 17, 2006, signed and sealed by Craig Parrino, P.E., on March 22, 2012. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE I. By Miami -Dade County Department of Permitting, Environment, and Regulatory Affairs. E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter from Cast -Crete Corporation, dated 0210312012, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2010 Edition. 7. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #14-0903.02 A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details". sheets I through 3 of 3, prepared by Craig Parrino, P. E., dated June 7, 1996, last revision dated June 12, 2014, signed and sealed by Craig Parrino, P.E., on August 19, 2014. B. TESTS 1. None. C. CALCULATIONS 1. Calculations for High Strength Precast and Pre -stressed 8-inch Lintels, dated August 19, 2014. sheets 14.101 through 14.124, prepared, signed, sealed by Craig Parrino, P.E. D. - QUALITY ASSURANCE 1. By Miami -Dade County Department of Regulatory and Economic Resources (REA). E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter fi-om Cast -Crete USA, Inc., dated August 19, 2014, •signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2014 Edition. He A. Makar, P.E., M.S. Product Conteol Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/21/2017 Approval Date: 04/28/2016 E-4 Cast -Crete USA, Iuc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 8. NEW EVIDENCE SUBMITTED A. DRAWINGS 1. None. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade County Department of Regulatory and Economic Resources (RER). E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter from Cast -Crete USA, Inc., dated January 13, 2016, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2014 Edition. wzz'e:-- 144fwif A. Makar, P.E., M.S. Product Control Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/21/2017 Approval Date: 04/28/2016 E-5 AST-CRETE HIGH STRENGTH PRECAST AND i I PRESTRESSED CONCRETE LINTELS 7/3;O RA STIRRUPS TYPE "B" STIRRUPS r n STIRRUP PRESTRESSED U— qmjfL 0',Yt LHSI StAGMO 1=01 a- 0. t U Olt 17 an v-r 7 1 I O - I 13-a 0.1a0 W7 1-S 32 MM 8- 0 I 17 -a 0.130 036 7 32 1 7 m WA 17 -2 a O -r I 1 -a 0. I I 1 -J I -2 0 4- 0 21•-a• 6.1M 787 7 2 Do 1 -010 7/32 0AM 21•-2• 0 e 3•-I 2/a• to 22'-0• 0.200 all 2 All 7/31 IAM 21'-10' O O 31-10 3 10 11 2a'-p•' 021I 2Is 7/32 MAM 23'-l0• 6 0 I'-0 1/0• to je _ 110j t 1: : L11tiIMIrr"WER R IT^U=Fffm oa Ir_amar cr rrau::arra n;+t/ p}r no 1¢i1E3smi[lc]r iJ Ita.•.V::1R1+'F"!1vt:i L1C va firm 2>•>c r rr r Em 1ki uMas:uM n+;e r1 nc vn r rcta,71.:l,I,.IR{ii;'T r1a_::aE3aoirmo nm+raa rcuaa>u.:alT.4r'T.rr-,1,o r,fAd[dt:IA:L11:1a•11.9Td2:pPlad;=d;l rl1 1 141+ rm •A• tl 1w arm YOea II,t'V au1 ALL Ol.la ugly M flpfqp fpW rylC •AI_at InIIR OhwfnOtMD tAt[ fARMLCIDN YDDfI a [D ROY YID a m •a• n...s mi n •.r. mew 1/a 1 turI , Mft1R[S.[T1 1 M[t R[IN„1MtlN6 L GC 11RRI[ATION YDDfI 1MD PIaPM LAW MrOAYAIMIM d PWMED PM1 MOM AMMOYAL R Y PXD10"..OD MT COPUMt LAWS AID 000101 ME RUWWASO 09 OG WW'D mmn loot MDOM M011U COUSIN co cal-GEil 110L DIG 1. KWOU" SIR1i 7/32 am AIM A3101 A K L MOM lAt I01It NWIU Or l W Opp IS RMM C2AK tL WY UISI 7/10 M" Kamm O 0001IIU OIMIM 11" tICM D umm 2,C211 lOw Ml^•••^• PM671tS11110 to of MI Immm pAop Moot t4Wu MAYD ASM ARIL - N0. 0• IMAM . L 1M01 7Mt UMtlttt MMOIOIIO: I.. Ime PII mR 0• UWOK O Clot MM IMM t ItAft" mnim13U t" tLa' r.. 1000 I1 M2 ALL 1.1 RIMLAM am or MECM 1 D101 IDIIGi. L to rOOMm 0 IME Ma V nowM CU L Dal" 11MAl2I tONX. 020 . tP.. attm Cr UMMLA WJ K WD D YNofMIUOlfftO1pnttmD1laAetwCAN 11MY0U10 mumSIU 10 IIYm Utt01O AND MYa1UNG rOOM V t I Cl • • Fly rnooucT 1u vlvaD fi/ vwOniIA IM FLM4lI I10MlMft co CoptAff. pllY.eltO7 O OT.oz CRAIO PARAINO P '%' p : ".: 0324 CR 679 u a AA,! Otiai 6NG FSUNK P.EE. N0344447550 M. CAST— CRETE 8" LINTEL FABRICATION DETAILS m ME71 r- SAFE GRAVITY LOADS FOR 8" PRECAST wl 2" RECESS DOOR U-LINTELS asr a4lre SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE S FO81(0 M FIO-6e Nn4-040 arl" wn eer "l W30-01 um -le I wio-le mm-io esls.-to w2z-is e9126-1e mo-le 4'-4' (52) PRECAST 1835 1749 1 335S 32ED 4340 5421 6403 759 IYI 3619 6 6e39 50e0 9479 IM93 4'-6' 54 PRECAST 1494 tl9e 3061 2922 396e 4946 S924 6W4 1) s0 3699 SMS 88a 5060 9479 toe93 S'- e' (6B7 PRECAST 866 92D t770 1710 2277 2639 3402 am 1167 2451 4567 1 =9 smAx m7t. 9311 S'- 10-(70 PRECAST 810 M 16M 1600 2124 2649 3174 370D 1113 2w 4242 Mot Mw 74D2 670e 6 - 8' (807 PRECAST 797 901 182S 3120 7747 6448 7360 f01 MS 3120 5045 15 9479 1 7'- 6- (907 PRECAST 669 755 1490 2450 A76 5743 7239 503 755 1490 2459 3776 5743 99 ID89 9'- 0' (1167 PRECAST 411 466 999 1368 2253 3129 4091 3146 329 0!9 166e 2233 3129 4150 Sul 1) THE NUl18FRS W PARDMESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REBAR SEE CDCERAE NOTE N0. 4 MEBAL t S I) Y.Iwl.b. hrpmwLoll -ampI rt pew.rd cud - coon w fSe1 etwrd. opb - Mprr rclno T IiWF . •.1 wad mlpnfM 19m 00 nw 6v ASW Ails wa 60 n IISW QMTYr!WWM MnA'm 2) AI .4 W tills bmJ w ma66m 4 Wo maid b wVW EarR60 6dv a6b.6* p M t 1. 3) he" m netbr 6fd r row pwA Vas40 Om 60 i bWko!sf Y. road reedlm tw, Eatf0At0: c1 i"u q1152maom,64 as AO wJuo Ip'F.wmgo, IS 4wd law wab w nwb 1/ IMAdb& Cwlbsw6 m 6tn" i,t mm '" .u. Ma6 o e) SM6 ittl Itdda w retA t. 7) Or T7 nla mad a M&S Ad for Itn Js ttW ID 9nhldiv./N nmsdl d UW mat nff* 10 W wdOmbN1 ad w dneMd dlwlwrh 6) tr 4. w1 wq 1wl.w .0.w4.kad b.w tm6 6N .0. bad laws by tWotlq Lmen ad em aq nfinerddd•w d d-wq Mm 0a ddM1 10) RX - RdAdw ' 11) Odin So Wad tabs 4 N brW d DN 1be d It. Md SAFE LATERAL LOADS FOR w 11eeeAer..e4- eeeee4 nnnm 11.11utm1 c 4Ce--/4 SAFE LOAD PLF LENGTH TYPE BRUB 8RF6 RCmu . 4'-4' (520) PRECAST 758 757 1164 4'-li (541 PRECAST 694 693 1073 5'-8- (681 PRECAST 408 407 655 V-10'(701 PRECAST 382 381 616 6'-8' (OD-) PRECAST 595 788 464 T-6' (901 PRECAST 509 674 363 9'-B' (1161 PRECAST 370 490 214 6 SEE CENERAL 1401E 18 11) Ubb w. wudwlawl wi4 S-Vr M nddm d em ado to frwm6dda cd .oW*dtq add 4•• Q19• 13) ho .dwr rrlm d 6ueb WNW A o wlfr wowto eb ON m a ewkq d — pow ioowwdswageLaA91uC-026 a N) U61d6 boWa.M im d.1 It, r'W weld-Aw64w hAf a nab dad+ k 4ut r0aAwAd -saw Ira i Aral Isoaaw b.• S 1.0 Wf -&C$ lad 506 9MtmrbdIs) rw affoob Ddd mvb Am 16m4 m wb bad ern fad b.w rgld fmm 11) rw Load lamed, am M4 ub ad1f Id Iwm Gal bvd bp 0-& 17) Sam Aab m e Vwkv aw tl..cl9 bob, i5) SW Mad wJ w nand aup 6n11'. 6• AO AM ads AC 316 10) AMT W 1?•.d N/6wad fwlwwa fpfftm frif DtDV< /6w6 IM If1A. Sw mIN 6t4: SAFE UPLIFT LOADS FOR 8" PRECAST wl 2" RECESS DOOR U-LINTELS CiasnCa4ltnR SAFE LOAD - POUNDS PER LINEAR FOOT TYPE LENGTH M -tt 6rt16- 1 W14- 1 8RFIe-1 W22-11 6-I W30-n eRFe-2F eRMo-rt mm4- 21 eRFte- 6R 2:-a eRF26- eeF3o-2 4'-4- (Si•) PRECAST on M8 2362 4m l7s1 444S 5140 eDS IUS 1302 3mg17 4445 5140 4'-6' (54-) PRECAST 5n 104 2272 MIS 4275 043 507 two 2272 29]9 4n5 4943 S'-8- (68„) PRECAST 1 1797 2326 3m 3911 675 1269 1727 2m 2054 33C 3911 10'(707 PRECAST 7/ 22 2773 3286 2729 ix 1746 2259 2773 32M 2719 6'-B' (807 PRECAST IS70 JUDI. 2429 NA 3li9 Is3o 19eo 2/M 20' 3329 Y-6` (90') PRECAST M742 IM4 l7es 216s 2567 21651364 176S 2166 2S67 26909'-8' 1167 PRECASTea lW 1540tOb2150107213U17012016WI1) THE NUNBERS IN PARDMESES ARE PERCENT REDUCTIONS FOR GRADE 40 TIED ADDED REw SEE GENERAL NOTE NO. 4 TYPE DESIGNATION 8U$ m HE9 8E12 1- q BFj¢ r rnlmraRxun nIs kme u lam a unrf rxnn F uomm MIND L•wmxvor is I o"K "wig J Mae m 10 S RRA1 AT IV N aJ SEE SAFE lAMM LOAD TABLM FOR 60N) WING FOR Ur31 ADM ONAL RONmmo CW (R w niLL COURSEis ROM ORODULT1tENhYEp ad4ppAl2jtq) 1ri1A. A6lmi4 10 cm 60mt v, te iro/b o1WL (1) RD]'0 1-f/ 2- CUM 3; Low. Q e, • QDLR Is R6941 A19011011 tel., 17-ur Acm I BMW A69Ra606 MOA960 N um N, O' rllonwROOUCrItavmwtAtFfmim UrldiggO6,b Z. Atetplrtt. No AOZbn=' 6/ 6 CRAIOPARRNO 8324CRS79 SEPFAER.FL 3DSB4 a4]6so I TI;i7:T i;i> tlliif.;!F iLI`.iDY/ iiY T r.``a:r:nra lariTrt7>:nc rrt rr T: K, ® ' nfa.r 4 !lirrl;la7f.91.t: 7rl:Im .. • . '.,•METE oY' 8" LINTEL ..4VAr al[Nf:l!' 1 1: i1'ILYf11: l:YiY/ri[R CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: _ - atgt. VVQQ Documented Construction Value: $ f. Job Address:.W, KII h-+ 1 rerbr Parcel ID: Historic District: Yes No Residential,K Commercial ElTypeofWork: New Addition Alteration Repair Demo Change of Use Description of Work: NIOt A 1 I:i/i n .- .. -- A t g Move Plan Review Contact Person: Phone: Title: Fax: Email: 8f, rProperty Owner Information, I/ _Name DYl')e, Phone: `"I b% - &L) 7 — r• /y Street: 06fq ( I l J I ` T Resident of property? : City, State Zip: , Q f ti R 32 Wl r o Contractor Information Name Q El Q Phone: 407 — l n4f , 97b0Street: D City, State Zip: Fax: State License No.: ArchitecUEngineer Information Name: Street: Phone: City, St, Zip: Fax: E-mail: Bonding Company: Mortgage Lender: Address: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOURPAYINGTWICEFORIMPROVEMENTSTOYOURPROPERTY. A NOTICE OF COMMENCEMENT MUST BERECORDEDANDPOSTEDONTHEJOBSITEBEFORETHEFIRSTINSPECTION. IF YOU INTEND TO OBTAINFINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OFCOMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation hascommencedpriortotheissuanceofapermitandthatallworkwillbeperformedtomeetstandardsofalllawsregulatingconstructioninthisjurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, poolsfurnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 5t° Edition (2014) Florida Building CodeRevised: June 30, 2015 Pennit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may befoundinthepublicrecordsofthiscounty, and there may be additional permits required from other governmental entities such as watermanagementdistricts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is requiredinordertocalculateaplanreviewchargeandwillbeconsideredtheestimatedconstructionvalueofthejobatthetimeofsubmittal. The actual construction value will be figured based on the current [CC Valuation Table in effect at the time the permit is issued, inaccordancewithlocalordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work willonbedeincompliancewithallapplicablelawsregulatingconstructionandzoning. Signature of Owner/Agent Date o;:; r '[ l S#gnarure or Contractor/Agent Date Print OwnerlAgent•s Name Signature of Notary -Stale of Florida Date Owner/Agent is Personally Known to Me or Produced ID Type of ID Sw-H- r b P t Contractor/Agent's Name 1 /_ Q Signature of t.'otery-State of no, Date PAMELA S TERNUS Commission # GG 110622 Expires August 7, 2021 0/f a At 9aMWnwOWpMNaurySeMaa Contractor/Agent ' Personally Known to Me or Produced ID e of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Gas Roof Construction Type: Occupancy Use: Flood Zone: Total Sq Ft of Bldg: Min. Occupancy Load: of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes D No # of Heads Fire Alarm Permit: Yes No APPROVALS: ZONING: UTILITIES: WASTE WATER: ENGINEERING: FIRE: BUILDING: COMARNTS: Revised: June 30. 2013 Permit Application e S CITY OF SANF BUILDING & FIRE PREVEN' PERMIT APPLICA Application No: Documented Construction Value: S Az Job Address: 3652 0,1(c L- - Hnen D('xu-. Historic District: Yes No Parcel ID: Residential ET Commercial Type of Work: New 0 Addition Alteration Repair Demo Change of Use Move Description of Work: PIt..u-'4 bins, BeQcon r„cde i - Lcf' 61 Plan Review Contact Person: PI c,.vi5 .S•enT lob Title: Phone: Fax: Email: Property Owner Information Name Phone: Street: Resident of City, State Zip: Contractor Information Name R S ALA. bt vI c, Phone: Street: 93-o l Fax: 2<fo -44b a City, State Zip: Or-i e -ncio ; L- 32'02. -q State License No.: Architect/Engineer Information Name: Street: City, St, Zip: Bonding Company: Address: Phone: Fax: E-mail: _ Mortgage Lender: Address: 02-034 WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN Y( PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBT FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construc in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pc furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 51 Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application v0 ICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may t e Pbui id in the public records of this county, and there may be additional permits required from other governmental entities such as wat r nai agement districts, state agencies, or federal agencies. Ac eptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is requir dincrdertocalculateaplanreviewchargeandwillbeconsideredtheestimatedconstructionvalueofthejobatthetimeofsubmittI. ThactualconstructionvaluewillbefiguredbasedonthecurrentICCValuationTableineffectatthetimethepermitisissued, in acrdancewithlocalordinance. Should calculated charges figured off the executed contract exceed the actual construction val e, cre4 it will be applied to your permit fees when the permit is issued. 01 VNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work w II be done in compliance with all applicable laws regulating construction and zoning. Name Date W 2 a 1 I Signature of Contractor/Agent Date Print Contra t•s Na Signature of Notary -State of Florida Date MY CQWAfSSl01 Q FF I20SJ' EXPIRES: Augi ist 25, 2018 X p; n .• Banded flue WIM P iblie Undemalen ner/ Agent is Personally Known to Me or Contractor/Agent is _.,.Z Persona y no r duced ID Type of ID Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical -[]Plumbing Gas Roof [I Construction Type: Occupancy Use: Flood Zone: Sq Ft of Bldg: Min. Occupancy Load: of Stories: N$ w Construction: Electric - # of Amps Plumbing - # of Fixtu Sprinkler Permit: Yes No # of Heads Fire Alarm Permit: Yes No ALS: ZONING: ENGINEERING: UTILITIES: WASTE WATER: FIRE: BUILDING: June 30; 2015 Permit Application f, 9701 Bachman Road Established 1973 9507 State Road 52 123 Miller Road vm nvw.RJKielty.co Hudson, FL 34669 Valrico, FL 33594 -. • Orlando, FL 32824 , 407- 855.2636 I Slate License 9 CF-0O2a 727-863-5486 813.661-0707 i?. J. KiELTY Page:' ° Proposal No: 717-13528 PLUMBING • HEATING • COOLING Proposal Date: 712612017 Prepared For: Starlight Homes Florida, LLC Location: Wyndham Preserve, Sanford 060r 1064 Greenwood Blvd. Suite 124 Model: VeyagM - 1826 Ae-ct.-a,•^ Lake Mary FL 32746 late In accordance with specifications below for the Sum of $6,850.00 We Propose hereby to furnish material and labor - comp Payment to be made as follows: 40% Rough In 30% Top Out 30% Finish. NET 10 Days All materials guaranteed to be as specified. Al! w -t ompleted In a workman like manner according to standard practices. Any alteration or deviatlo from specifications bellow involving extra sts will - ,axe led only upon written orders, and will become an extra charge over and above the estimate. A agreements contingent upon Involving ra tgost% it del r control. Owner to c fire, tornado, and other necessary insurance. Our workers an covered by worker's compens ' n insure 6d, f J' ld* AUTHORIZED SIGNA E• THIS PROPOSAL MAY BE WITHDRAWN IF NOT ACCEPTED IN 30 E We hereby submit speciflicauem stimates for. Master Bath Up Sterling Accord 60x34 Base 72270100 White With Walls And Moen Chateau TL182 Chrome Valve 1Shower1 Toilet Gerber Maxwell 21-9121.28 While Elongated 1 Lav By Builder With Moen Chateau 64925 Chrome Faucet 2nd Bath Up Sterling Accord 60x30 71140120 White With Walls And Moen Chateau TL183 Chrome Valve 1Tub1 Toilet Gerber Maxwell 21-9121.28 White Elongated 1 Lev By Builder With Moen Chateau 64925 Chrome Faucet Powder Bath 1 Toilet Gerber Maxwell21-912 1.28 White Elongated 22- 514 Pedestal White With Moen Chateau 64925 Chrome Faucet 1LavGerberMaxwellKitchen 1 Sink By Builder 1 Faucet Moen Integra 67315 Chrome 1 Disposal ISE Badger V With Cord icemaker Line With Recessed Box Dishwasher Hook Up Utilities I Washer Box Yes 2 Hose Bibs Yes 1 Water Heater 50 Gallon Electric NOTE: Backfilling Included For Sewer & Water Only (Slab Backfilling By Others) Backilow Preventers Included EXCLUSIONS NO Permit Fees Included Water Piping In: CPVC 4W Sewer Allowance; Additional $12 per foot 40' Water Allowance; Additional $3 per foot Applies to any direct contract between an owner contractor (RJK) - Notice of Lien Laws - Florida Statutes 713.001-713.37. Acceptance of Proposal - Thi aboveprices, specifications and conditions are satisfactory and hereby accepted. You are authorized to do the work as specified. Payment will be made outlined above.I taps to pay than reasonable 4 1/2 tattoo ey*s fees es court a costs in the e event will bean extra charge. al action. A monthly service charge of 1 1/2% will be added after days. m SIGNED C`a/1Ca. 0 DATE OF ACCEPTANCE & PAGE Branch: Hudson Last Edit By: Last Edit Date: 7272017 or Revision ® City of Sanford Response to Comments O Building & Fire Prevention Division APR 18 2018 Ph: 407.688.5150 Fax: 407.688.5152 Email: building@sanfordfl.gov Permit # 18-284 LOT 81 Submittal Date 4/18/2018 Project Address: 3882 Night Heron Drive Contact: Sarah Woolwine Ph: 407-730-1311 Fax: Email: sarah.woolwinee-starlighthomes.com Trades encompassed in revision: Building Plumbing Electrical Mechanical Life Safety Waste Water Department Utilities Waste Water Planning Engineering Fire Prevention Building General description of revision: Specifies (3) 16" LVL In Lieu Of (2) 18" ROUTING INFORMATION Approvals FINAL BOUNDARY SURVEY to 1` m i2 0 mC c a o0m0)a 0100` M 0 O bIs b) z C O O C 07 0O M a PCP SURVEY NOTE: NO SOD AT TIM OF SURVEY. Building Setbacks Setbacks: Per construction plans for NMDHAM PRESERVE, City of Sanford, Seminole County, Florida. Front = 25' Rear = 20' Side = 7.5' rcr —roof cqw men, r.Fr_E;ADUSSD-Access/Oroinage/Utilities/SidewalkLB -Licensed usinese BFP-Backflow Preventer Sight Distance Easement Survey PRM-Permanent Ref. Monument Reported PCP -Permanent Control PointJDescriptionFP&L-Florida Power & Light Plat FFE-Finish Floor Elevation 0. Geed Book Water Meter O.R.-Official Records Book 04-Water Valve P.B. -Plat Book V-Fire Hydrant Pg. —Page RCIR —Reclaimed Water Meter Elev. —Elevation RCD4—Reclaimed Water Valve Conc. —Concrete Cable Box SP —Brick Paver m —Telephone Box SW —Sidewalk El —Electric Box FFE —Finished Floor Elevation 0 —Utility Pole CI —Curb Inlet Guy Pole GTI —Grate Top Inlet Light Pole P.U.E.—Public Utility Easement E--Guy Anchor RCP —Reinforced Conc. Pipe OU--Overhead Utilities PVC —Polyvinyl Chloride D —Storm Sewer Manhole NCS —No Comer Set (Falls in Water) m —Sanitary Sewer Manhole SF —Square Feet EHHo —Electric Handhole O.U.E. -Drainage/Utility Easement COO -Clean Out FMGD-MAG NAIL & DISK 4114-Irrigation Control Valve1* P.K.-Parker Kolon Nail p -Sign SIR -Set 1/2' Iron Rod L87768 W04-Gate Water Valve SPKD-Set P.K. & Disk L87768 Gas Meter FIR -Found 1/2' Iron Rod L87768 11. -Existing Grade FlP —found 1/2' Iron Pipe L87768 a —Blow—off Valve FPKD—Found P.K. Nail dr Disk L87768 --_—Drainage Flow Direction FCM —found 4'x4' Concrete 10.0 —Proposed Design Grade 1 Description I Date I Dwn.ICk'd I P.C.IOrder No. WYNDHAM PRESERVE LOT 81 PB 81, PG 93) S 89'43'03" W_ 390.25' PCP— MAGPIE WAY cLINE 1/ 50' RIGHT—OF—WAY PRIVATE ROAD) /CONC CURB CURVE DATA TABLE NO. RADIUS DELTA ARC CHORD BEARING C1 25.00' 090'00'00" 39.27' 35.36' S 44'43'03- W DIMENSION NOTE: Proposed building dimensions shown hereon are of the exterior. SURVEYOR'S NOTES: 1. Current title information on the subject property had not been fumished to GeoPoint Surveying, Inc. at the time of this survey, and Is subject to title review and/or abstract. GeoPoint Surveying, Inc. makes no representations or guarantees pertaining to easements, rights —of —way, set back lines, reservations, agreements, and other similar matters. 2. This survey is limited to above ground visible Improvements, and that nothing below the ground was located including, but not limited to foundations (footings), utilities, etc. 3. Elevations shown hereon are in feet and are referenced to the NATIONAL GEODETIC VERTICAL DATUM OF 1929 (NGVD29). 4. This Survey is subject to matters shown on the plat of WYNDHAM PRESERVE', City of Sanford Seminole County, Florida. 5. Additions or Deletions to survey maps or reports by other than the signing party or parties is prohibited without the written consent of the signing party or parties. 6. This survey Is Intended to be displayed at 1' = 20'. 7. All boundary line dimensions are field measured unless otherwise noted. Last Date of Field This certifies that a survey of the hereon described property was made under my supervision and meetn the Standards of Practice set forth by the Flordn Board of Professional Surveyors & Mappers ir. Chapter 5J-17, Florida Administrative code, pursuant to Sectio 472.027, Porido Statutes. es D. Leviner LS6915FLORIDAPROFESSIONALSURVEYOR & MAPPER N0. .................. NOT VAUD WITHOUT THE SIGNATURE AND THE ORIGINAL BUILDING LAYOUT NOTE: Contractor and owner are to verify all setbacks, building dimensions, and layout shown hereon prior to any construction, and immediately advise GeoPoint Surveying, Inc. of any deviation from information shown hereon. Failure to do so will be at user's sole risk. PREPARED FOR: ASHTON WOODS FLOOD ZONE: The property shown hereon is on the Federal Emergency Management Agency's Flood Insurance Rate Map Panel Number 12127C-0765H. in Flood Zone -A' DESCRIPTION: LOT 81, according to the plat of "WYNDHAM PRESERVE" according to the plat thereof as recorded in Plat Book 81, Page 93 of the Public Records of Seminole County, Florida 555 Wlnderley Place, Suite 109 Maitland, FL 32751 Phone: (321) 270-0440 Fax: (813) 248-2266 Licensed Business No. LB 7768 GeoPoint Surveying, Inc. Drawn: RCA I Checked: JDL I P.C.: JDota FilwerbsonEad-Plat Date:07/26/18 Dwg:ertwmW-W1 I Order No.: — SEC. 17 - TWN. 20 S.- z.0 0d" a o a a) a c00 WM yJ17 001 00 c It c oo.ameD] 00 WYNDHAM PRESERVE LOT 81 PB 81, PG 93) Building Setbacks Setbacks: Per construction plans for WYNDHAM PRESERVE% City of Sanford. Seminole County. Florida. aI 00 a) 3 z e 0 C 1= 00 y Z M 0 0OgDz n IC ~ z Cm A N O Pecch:k 18-i WYNDHAM PRESERVE -LOT 81 SPECIFIC PURPOSE 40" SURVEY FORMBOARD) CURVE DATA TABLE NO. RADIUS DELTA ARC CHORD BEARING C1 25.00' 090'00'00" 39.27' 35.36" S 44'43'03" W 0-0 A v, oVl v N 1110' Front = 25'43 89'43'03" WRear = 20' Side 7.5' ro I I I A lusinesa L.EGEND:ADUSSD-Access/Droina a Utilities SidewalkLB -Licensed BFP-Backflow Preventer Sight Distance Easement S Survey PRM -Permanent Ref. Monument R Reported PCP -Permanent Control Point D Description FP&L -Florida Power do Light P Plat FFE -Finish Floor Elevation O.B. Geed Book I® -Water Meter O.R. -Official Records Book 04 -Water Valve P.B. -Plat Book Fire Hydrant Pg.-Page RCE -Reclaimed Water Meter Elev. -Elevation tC04-Reclaimed Water Valve Cone. -Concrete Cable Box 8P -Brick Paver M -Telephone Box SW -Sidewalk E -Electric Box FFE -Finished Floor Elevation 0 -Utility Pole Cl -Curb Inlet Guy Pole GTI -Grate Top Inlet Light Pole P.U.E.-Public Utility Easement E--Guy Anchor RCP -Reinforced Cone. Pipe OU--Overhead Utilities PVC -Polyvinyl Chloride Storm Sewer Manhole NCS -No Comer Set (Falls in Water) m -Sanitary Sewer Manhole SF -Square Feet ENHo -Electric Hondhole O.U.E. -Drainage/Utility Easement FMGD -MAG NAIL & DISK COO -Clean Out CvD4-Irrigation Control Valve P.K. -Parker Kolon Nail Sign SIR -Set 1/2' Iron Rod L87768 WD4-Gate Water Valve SPKO -Set P.K. & Disk L87768 I Gas Meter FIR -Found 1/2' Iron Rod LB7768 11 -Existing Grade FIP -found 1/2' Iron Pipe L87768 Cl -Blow-off Valve FPKO-Found P.K. Nail do Disk L87768 -_-Drainage Flow Direction FCM -Found 4'x4' Concrete Proposed Design Grade Monument PRM L87778 -As-Built/Existing GradC Note: Some items in above leaen . may not be aoolicable) Description I Date I Dwn.ICk'd I P.C.IOrder No. 1 I 1 I I I I I I k5.3' I I I I I 1 5.3' I I 1 S 89'43'03" W MAGPIE WAY 50' RIGHT—OF—WAY N N r---• 1 -------------------------- 32.0 c PROPOSED ao 2 STORY RESIDENCE MODEL 2095 BEACON - S GARAGE - RIGHT PCP 390.25' CENTER LINE iCONC CURB PROPOSED 5' cn CONC SIDEWALK o 79*43'0J71 t0' UTILITY EASEMENT (P) FORMBOARD n FFE= 22.92 10.0 LOT 81 AREA = 8,778 S.F. 0 7 S89'43'03V 115.00' LOT 80 52.7' h LOT 82 W BUILDING LAYOUT NOTE: Contractor and owner are to verify all DIMENSION NOTE: setbacks, building dimensions" and layout Proposed building dimensions shown hereon prior to any construction, and shown hereon are of the exterior. immediately advise GeoPoint Surveying. Inc. of any deviation from information shown hereon. Failure to do so will be at user's sole risk. SURVEYOR'S NOTES: 1. Current title information on the subject property had not been furnished to GeoPoint Surveying. Inc. at the time of this plot plan. 2. Roads, walks, and other similar Items shown hereon were taken from engineering plans and are subject to survey. 3. Elevations shown hereon are in feet and are referenced to the NATIONAL GEODETIC VERTICAL DATUM OF 1929 (NGVD29). 4. Proposed grades & finished floor elevations shown hereon are from the construction plan for `WYNDHAM PRESERVE', City of Sanford Seminole County. Florida. PREPARED FOR: ASHTON WOODS FLOOD ZONE: The property shown hereon is on the Federal Emergency Management Agency's Flood Insurance Rate Map Panel Number 12127C-0765H. in Flood Zone "A" 5. This Specific Purpose Survey Is for the location and elevationlaEon of the formboords only (THIS 6 NOT A BOUNDARY DESCRIPTION: LOT 81, according to the plat v of "WYNDHAM PRESERVE" according to the plat thereof as recorded in Plat Book 81, Page 93 of the Public Records of Seminole County, Florida This certifies that a survey of the hereon described property 555 Winderley Place, Suite 109Maitland, FL 32751wasmadeundermysupervisionandmeetstheStandardsof Practice set forth by the Florida Board of Professional Phone: (321) 270-0440 Surveyors do Mappers in Chapter 5J-17. Florida Administrative Fax: (813) 248-2266 code, pursuant to Section 472.027. Florida Statutes. Licensed Business NO. LB 7768 GeoPoint Surveying, Inc. fi6mes D. LALS6.9........1....5 Drawn: MTP Checked: JDl P.C.: Data File:erixawffAst-Rat L SURVEYOR & MAPPER NO.ARIDAPROFESSIONALNOT VAUD WITHOUT THE SIGNATURE AND THE ORIGINAL Date:3/09/18 Dwg:6tiaso&A-lotet Order No.: ED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER SEC. 17 - TWN. 20 S. - RNG. 31 E. Field Bk: --+